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RE-06-947• • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 A Inspection Date: 06/26/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Block: Contractor: AGH CONSTRUCTION COMPANY Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799-7095 Building Department Comments new house construction JUN 2 8 2og7 Passed Inspector Comments , r / / 0 Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid. until Monday, June 25, 2007 Page 2 of 2 7450 Griffin Road, Suite # 140, DAVIE, FL. 33314 Phone: (954) 581 -7115, (954) 581 -2614; Fax: (954) 581 -2415 INSPECTION, STUDIES, DESIGN & TESTING SERVICES www.cebb.net June 22, 2007 To: Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Roof Tile Uplift Test Report Test Date: June 21, 2007 Permit #: RF 04 -06951 Address: Existing Residence 448 NE 96th Street, Miami Shores, FL. Contractor: AGH Construction Company Roof Pitch: 4:12 Attachment method: Two Component Polyurethane Foam Adhesive — PolyPro AH 160 (NOA 06- 0201.02) Tile Type: Monier Atlantis Shake and Slate Concrete Roof Tile (NOA 02- 1211.08) Device Used: "IMADA" DPS 110 force gauge (Serial # 199579E) Total Sloped Roof Area: 38.00 squares All Testing is in strict accordance with the Florida Building Code, 2004 Edition, High Velocity Hurricane Zone — Testing Application Standard (TAS) 106. Roof Area: 38.00 squares Total Number of Tests Number of tests Passed % Passed Field Area (1): 20.00 squares 20 20 100% Perimeter Area (2): 18.00 squares 18 18 100% No. of Corner Areas (3): 26 26 26 100% Ridge/Hip Areas: 9 9 100% Based upon the field tests, I certify that 100% of the static up-lift tests "PASSED" the testing criteria of 35.0 lbf loads, and meet the attachment resistance for adhesive Set Systems, as specified in the NOA. Should you have any questions regarding the above, or if require additional information, please do not hesitate to contact this office. Sincerely, CeBB, Corp. ,t,. r= i4es NOA 03- 1112.02) ri)' 7 Eduard - in," ..E. Fla. Reg. No: ° 9997 Cc: AGH Construction Company Enc. Location Sketch Calibration Certificate INSPECTION, STUDIES, DESIGN & TESTING SERVICES 7450 Griffin Road • Suite #140 • Davie, FL 33314 a' Phone: (954) 581 -7115, (954) 581 -2614 Fax: (954) 581 -2415 4. Weitat.":0: 'W ••710:g5a 1/41.0 ;T: •;iT riff Irrl•-f. &Mfg • ‘1\ •ki • 7071.4:47/7-7 OA' • • • 4z..i• :Mk a • • • •-•,, dal -4/1.1•1■11.A • , •4 • •• •.•-•7."3 ett =WS, •••••••••••,..: •‘• 4.16;.12: -t.rrnad rn • acal , s FORCE 734. TORQUE IA EASUREM ENT GO 9001 REGISTERED 80/15017325 ACCREDITED • • • • Date: Model Number: Capacity: Accuracy: Resolution: Serial Number: RATION IMADA, Incorporated 3100 Dundee Rd., Suite 707, Northbrook, IL 60062-2442 Tel: 847-562-0834 Fax: 847-562-0839 www.lmada.com E-mail: imada@lmada.com QMF-11-NIST-F-S CE lo) TIFICA E April 3, 2007 DP'S-110 CONDiiiONS 110:2 lbf Temperature: 71°F 0.2% F.S.ddLSD Humidity: 3.5%RH 0.1 lbf 199579E This document certiaes that the above instrument h2s been calibrated and tested in accordance with factory calibration procedures conducted under the. con. ',talons noted using standards which are traceable to the National Institute of Standards and Technology (NIST). This document not to be reprodUced without written apthorization from IMADA INC. Report#040307-199579 TEST RESULTS AS FOUND AS LEFT TEST POINT (If) 1) ACTUAL (lbf) 2) •3) TEST POINT 1 iy • -110.0 ACTUAL Olbf) -110.1 2) 0.0 0.0 3) 110.0 ( 110.0 Signed by: e41 • ,;^•.::.;`4•" • .i ..,,....._.....,., 4 1 — • - i -5 m • 4,..-= ''''..,... ,.;!:t6.4.---.7..„...........:___-'7.:: A.-.=,-...z.. ...„...* 0 -.-t'"•''''''-z4----.._ ..il..L1,4,. 7,•=,,,..4".. 1 t%';'■...°`-,, 1E''',.....:.1. ifl . •••,,k4"4„.....,_:47, t'••::',',..-4,.'-,-*:' *:!:;•,7*.".•--. •••,:;-..' •-:-- ••••-•• ..-1:t.i.,. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Nun INSP -14814 Permit Number: RF-4-06-951 Inspection Date: 06/15/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Block: Contractor: AGH CONSTRUCTION COMPANY Permit Type: Roof Inspection Type: Tile In Progress Work Classification: Roof - New Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments new house construction JUN 1 8 2007 (( Passed 1S Inspector Comments my Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Thursday, June 14, 2007 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 04/30 /2007 Inspector: Grande, Claudio Owner: CATE, WILLIAM Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Block: Contractor: AGH CONSTRUCTION COMPANY Permit Type: Roof Inspection Type: Tin Cap Work Classification: Roof - New Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments new house construction tf' MAY 0 2 200? Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Thursday, April 26, 2007 Page 2 of 2 di Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 05/02/2007 Inspector: Grande, Claudio Owner: CATE, WILLIAM Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Block: Contractor: AGH CONSTRUCTION COMPANY Permit Type: Roof Inspection Type: Hot Mop Work Classification: Roof - New Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments new house construction MAY 0 3 PAID p..6 5 Passed --)//". Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, May 1, 2007 Page 1 of 2 „1-11q4H-kiSiLOCITY HURRICANE ZONES . Rot' Ida Building. Cdde Edition 2004. . *bWLo HOrriegne•Zone Urilfotin Pe • 'KA IlcatiOnferrn.. teta.fitifortetatiotil mo*rPerrnit:No. goal- 4tP7 . CorittactbesNamia: 4# C045iniCl/eit am qq% /11(96'`‘ Skeel . IMOMEIPM MR NOV 0 6 2006 SAM Low $1.01;10 Iiiiedhatilda4#0:teirrod4Iii) OttarlAdtt 0. Asoh#10p 0 Metal PanellShlngles 1:l Wood 0i0 '#±.i.c.diiil1iteR.Va-4. Pk New Roof fl RdrOOlitig: Rodoveting 0 Repair ROOF,Vit.8teM INFORMATION LoW.8.1-Qpia Roof sikre4 s'10e.p4lepediRdomrea.s(PR TO:11al.(sF). • /7' • 113 3sci,5 . s'acfi9itt fRoof. Plan) oodh Rot:. POli; liluOtrate. aRlqvfilfraritt seams, root 000si scipp sqopperp, and .:overflow drain inolude ifiroarisiom4 of sections ..d 1. iclOtifk -11ini060g4440:A4Ve*e4:.,nressuee zones and iocatioO.:ot parpets e "".1 7.— .14_, • L....J , • ipi. w. . 4% • • • • q( 4 1 4 r? 4 1 4 3 Q 1 1 : 1 1 1 1 1 • • • • • • • t:2 q‘42f1 +' I \A■i) I )(104 V°11 s(? : HIGH-VELOCITY HURRICANE ZONES fiericia fl9 CodesEtilitrn16.04: is.titoita1oaitysiludican,4ortiavotorm Permit Application Form. Section C, Lo: Mil Fri:Specific Reef Atsenibl Cornppnents and Identify' Marieiecturer (if:a Cornponenf kierriify as "NA") Systein Manufacturer: 6-4,1f NOA No,: 03 0 5-0/ • 01-7 DesignMind P.ressures, FtemliAS-12iVerCalculMions: -Rmaxt: pifi-oka: q3 Mak, bt sign-Pressure; romlit kpeciiiiaNQA System: . . Optic: Type: GapoeiThidkriess: Slope: P-$ • Ancher/Base'Sheet'seNo.cif Plyts).. AndhoriBaser,theet F9stener/Bentlinq Matoriati 4i-1Q Insulation Base Layer- Base inSulattori Sie.and Thickness., Baseqnsulation, Fastener/Bonding Materia *TopinsiAtionIayer.... 0.A -ca Fattener $1ieeing :And nor/Base Sheet Attachment Lapi # Rows Porimeter ap.'#:Rqwj. @ Comer a.c1p, #.Rows, Oc Number oi 0-astenems Por insutgion .1341:0 Field Rteilpiatr Corner, (g.1:130 'Arc lity.stratesscompononts,Note.d4nci rtdtiiirs:a4.::Aprint#0: 1.Afoodijtotking, totter Edg e Temlination, FlaShirig, :Contirtutnt GLeat, catit .p.pfp., Ogee Fleshing, • COLInter- Flashing, a9:011Ig, Etc. Indicate: Mean R.nof romper Height, •ielgt1i of Bose Ftashing. or.nppnent Materiel, Material Thickness, Iastener Type, Fastener Spitting: or Submit .:Mandfatinters Details that ZortIP.V.V.taiitiiAS 111' ftri. assrager 16. 11 Bast Sheet(s);&;NO.OPly(sy-: If 41 f.-- II Tori litsidatiOri:Slie';anitTfirtimea: Top.intulation.FaStener/Bonding'Matenal :plyoi gtfogte tiBondiqm" rreolv: ic.t 1) 6 e / r 0, rd _04/ : .-- 111111.111111 Basa..Stiettt:FaStenerfgondirtg,Materiai: TOp Fade-net ilendinglitlateri;C:, 0 • 6. • • • • • • • Parapet Height • • • • OO OO . • • • • • 6 6 • *0 F • • • • • • • e • • • • • • • 11116MM • 0 • • • • • • • • • • • • 0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • • • •• • • • • • • FLORIDA BUILDING CODE RESIDENTIM • • • • • • • • • • • • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • • Mean Roof Height 44.21 HIGH-VELOCITY HURRICANE ZONES Florida Building Code Edition 2004 Iii4h'Veio.9tty Hurricane Zone Uniform Porrnit,AppliCatinn.Forrn: Section (Ste0Siptied Roof!y9WrO / , 7 1 Roof System Manufacturer: ' 'ft 1 frr „4. ! Product Approval Number: Minimum Design Antic( Pressures, If Applicable (From RAS '127 or Calculations): Pl.: P2: P I Maxitnum Design Pressure Product Approval Specific System: ./ 1 ek i .., Method of tile attachment Roof Slope: 4 : 12 Steep *.Peg .R9pf System Description Peek Type:: ype Underiayrnent: •Insulation: o Fite Barrier: Fastener Type & Spacing: •Adhesive Type: Ridge Ventilation? OPQ- t II Mean Roof Height: (2, (0.• ••• • • • • • • • • •• • • • • e‘ ype Cap Sheet: :Ropf.Covering: • • • • • • • • 1ll Type.& Size Drip dae • • •.0 10 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • HIGH-VELOCITY HURRICANE ZONES Florida Building Code. *Edition 2004 I-119h Voodity.liurticane:ZoneUniform.PermitApplieation Form, Section (Tile Calculations) For Moment based:tile systems, choose either Wieth,od 1 of 2, Compared the values for Mr with the values' from Mr. If the Mr values are greater than orequal to theMr values, for eaeharea ofthe'reofilhen thetileattaehment teethed isaceeptable, ifileth#d 1 "Moment Based Tile CalenlatimiSTer RAS 127" (7i; x , = )— M; '-•••Met Product Approval M( )– M Product Approval M, (P-; • ..x = )— Mg: =Mr l Product Approval M, plified Tile Calculation Per Table Below Required Mune esis an (Mr) From Table ftelow 35-..L. Product Approval Mr Required Moment Refiletanoe* Mean Roof Height -4,- Roof Slope 4, 15 20' 26' SO' 40' 2:12 344 36.5 38,2 39:7 42.2 8:12 32.2 34-,4 38.0 • Product A .. royal C 4: -:' $04 32.2 33-8 . 37.3 11111=1111 5:12 28,4 38:1 31.6 32.8 34,9 6:12 26:4 28.0 29.4 30.5 _ 32.4 7:12 244 25.9 27:1 28.2 30.0 *Must be used in • conjun4iari ivith. *I 1st of..momentAmsed: .systeutveutlarsed • by..tlle grown r4 County -Board.ofittiles For Uplift based tile systems useMethod 3 Comp ared.thevaluefr Ft with-the values for-V,If theiF values Nre.greaterthewer .equal,to the Er values, for e.aeh area of theTeof,;then-theAlleattaehmentraethod isateeptable. MetliOti:3'“Up1ift1hsed:Tilt CaieubltiobsTer RAS 127". x Product Approval F. Product Approval F. Product Approval F. loVheipldrebtaiii:•13iforlositioli . • Desciiptin Synille 1 Where to find Desigu:Ptassure• P.1 Vr norle3 RA5•127 table larttazeuglueetlug. analyiis proare.dby .11Ti fused otiASeg 7 Meat R:odille• : Ea 111111MIN .1bb Site Rof Mope 9 .41$.31te AerudynaraioMult-4ier. • Product A .. royal Ili ALUtZti3v2i01.1111. 1=11/1),- 111111M111 : Product A .. royal . Attaohrnett ResistSice. 11111=1111 . .Product A... royal R. 'had MoUientReAttattee- =EWE c ulsed• • • tvlur6 Attachment Resistance. 'Prod Approval itic1, • iRItdnc 11.1111.111111===21111Zalla datantenslon 14 leggth ve..1.vii1111 • . . ..F•oduc•Awrot'm 'Product Appiroyal • All :ealealatons.tuust bt-subnUtted•10 tbelouddi : Offitlig et4Ilett - ,.- . L. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• FLORIDA BUILDING CODE — RESIDENTIAt• • • • • • • • • • • 44.23 MIAM BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOV Molder Lifetile, LLC 135 NW 20a Strom Boca Raton, PL 33431 MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 149 WEST FLAMER STREET, SUITE 1603 MIAMJ FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2905 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of won materials. The dommientation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AH). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (m areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fps to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material falls to meet the requirements ents of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone ofthe Florida Building Code. DESCRIPTION: Ate Shake & Slate Concrete Roof Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable buiiddirg code negatively affecting the performance of this product TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, um, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate thus NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA_ ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by tie manufacturer or its disinbut rs and Audi be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 thorough 6. The submitted docummdation was revievrdpby Fmk•F isle 1 RC. • • • • . • •• ••• •• • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • ••• • • • • • • • • •• •• • • ••• • • • ••• ••• • • • • • •• •• • • ..• • • • • • • • • • • • • • •• •• NOA No.: 02 -1211 Ern Date 12/16/07 Approval Date 01/69/03 Page 1 of 6 ROOFING ASSEMBLY APPROVAL • r Sub-Category: Material: Roofing Flat Profile Roofing Tiles Concrete 1. SCOPE This renews a system using Monier Lifetde Atlantis Shake & Slate Concrete Roof Tfie, as manufactured Monier Lifetile LLC and descnIed in Section 2 of this Notice of Acceptance. For locations where the press= as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the valces listed in section 4 herein. The attachment calculations shall be done as a moment based system, 2. PRODUCT DESCRIPTION Manufactured by Monier Lifeble 1= 15" Atlantis Shake and w =10 34" Slate Tile l Y." thick Trim Pieces 1= varies w = varies varying thickness 2.1 SUBMITTED EVIDENCE: TestAaenev Redhead Technologies The Center for Applied The Centex for Applied Engineering, Inc. The Center for Applied g, Inc. The Center for Applied Inc. Test Product Specifications s motion PA 112 Flat, interlocking, high pressure extruded concrete shake and slate roof tile equipped with two nail holes. For direct deck, mortar or adhesive set applications. PA 112 Accessory trim, concrete roof pieces for use at hips, rakes, ridgy and valley terminations. Manufactured for each tile profile. Test Identifier 7161 -03 Appendix. ffi 94 -060A 94-084 25- 7094 -2 25-7094-8 • • • • • • .. ••• • Static Uplift Testing PA 102 & PA 102(A) Static Uplift Testing PA 101 (Mortar Set) (Adhesive Set) Static Uplift Testing PA 102 (4" Headlap, Nails, Direct Deck, New Construction) Static Uplift Testing ��PA 102 (4" Headlap, Nails, Battens) • • • Static Uplift Testing PA 102 • 141 1teyudlap, Nails, Direct Deck, RecovcrdReroof) • • • • .•• ••. • • • • • • • • • • • • • • • • • • • . •• • • • • • • • • . • . . • •• •• •• •• • ••• • • • Dec. 1991 March, 1994 May 1994 Oct 1994 Oct 1994 Oct 1994 NOANo.: 02- 1211.08 Ezpirablon Date: 12/16/07 Approval Date: 01/09/03 Page 2 of 6 Rat Anencv The Center for Applied Ins. The Center for Applied Inc. The Center far Applied . The Center for Applied Inc. Redland Technologies Redland Tccmolagies Redland Technologies Redland Technologies The Center for Applied Engineering, Inc. Professional Service Industries, ln�. Celotex Corporation Testing Service Walker Engineering, Inc. Walker Wig, Inc. Walker Engineerin& Inc. Walker Engimaing, Inc. Walker EngiSeering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Test Identifier 25- 7183 -6 25- 7183 -5 25 -7214-1 25 -72145 7161 -03 Appendix II Letter Dated Aug. 1,1994 1'0631 -01 P0402 Project No. 307025 Test #MDC -77 22447099 520109 -1 520111 -4 520191 -1 Calculations Calculations Calculations Calculations Calculations Calculations 3Calcu im's oo etdenlntiorts• • Test NamelRert Static Uplift Testing PA 102 (2 Quii -Drive Screws, Direct Deck) Static Uplift Testing PA 102 (2 Q ikc Drive Screws, Battens) Static Uplift Testing PA 102 (1 �D ve Screw, Direct Deck) Static Uplift Testing PA 102 (1 Quik Drive Screw, Battens) Wind Tunnel Testing PA 108 (Nail-On) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 Mortar Set) Witbdrawai Resistance Testing of screw vs. smooth shank nails Wind Driven Ram PA 100 Physical Properties PA 112 Static Uplift Testing PA 101 Aerodynamic Multiplier Moment of Gravity 25 -7094 25 -7496 • • .• 25-7584 25-7804b-8 25- 7804 -4 & 5 25- 7848 -6 25 -7183 Ae odynamic Multipliers +ro•Patty Adhesive Set System • • • • ••• ••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• •• •• • ••• • • • Feb. 1995 Feb. 1995 March, 1995 March, 1995 Dec. 1991 Aug. 1994 July 1994 Sept. 1993 Oct 1994 Sept. 1994 Dec. 1998 March 1999 March 1999 Sept. 1999 February 1996 April 1996 December 1996 March 1995 April 1999 April 1999 NAANo.: 02.1210 Ispfration Date: 12116107 Approval Date 01109/033 Page 3of6 3. LIlVIITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set file applications, a static field uplift test shall be performed in with RAS 106. 3.3 Applicant shall retain Ills services of a Miami -Dade County Certified Laboratory to perform quarterly test in accords= with TAS 112, appendix `A'. Such testing shall be to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mapped underlay»cnt applications may be installed perpendicular to the roof sloe unless stated otherwise by the and rlayment material manufacturers published literature. 3.6 This' acceptance is for wood deck applications. hfinimunm deck req�emeats shall be in compliance with applicable building code. 3.7 May be installed on slopes 7:12 and greater with a n of two screws. 4. INSTALLATION 4.1 Monier L ifetle Atlantis Shake and Slate Concrete Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120. 42 Data For Attachment Calculations Tabt 1: Average Weight (W) and Dimensions (1 x w ) l to Profile Weight-W (!td) Length -I (ft) Width-w (ft) Monier Liktile Atlantis Shake & Slate Tile 8.5 1.25 0.865 Table 2: Aerodynamic Multipliers - A. (Its) Tile Profile A. (fts) Dkect Deck Application Mortar Lifeille Atlantis Shake & Slate Tile 024 Table 3: Restoring Moments due to Gravity - Mu (ft4bt) Tile Profile 3 ":12" 4":12" 541:12" 6":12" 7"12" or greater Monier !Nettie Atlantis Shake & Slate Tile Direct Deck Direct Deck Duct Deck Direct Deck DirectDeck 6.0 5.9 5.8 5.6 5.5 .. ..... • .. .. • • . .. ... .. • .... • • • • • • ••• ... • • • • .... • • • • • • .... • • • • • • • • • • • • • • • .. .. ... • • • NOA No. 021211 Expiration Oats 12116107 Approval Date•. 01/09/03 Page 4of6 Table 4: Attachment Resistance Expressed as a Moment - Mf (flelbf) for Nall-On Systems Tile Profile Fastener Type Direct Deck (min 15132" Direct Deck (min. 19/32" Battens Monks' Lifetlle Atlantis Shake & State Tile 2 -1Od Ring Shank Nails 30.9 38.1 172 1 -10d Smooth or Screw Shank Nap 7.3 9.8 4.9 2 -10d Smooth or Screw Shank Nam 14.0 18.8 7.4 1 #8 Screw 30.8 30.8 182 2 #8 Strew 51.7 51.7 24.4 1 -10d Smooth or Screw Shank Nall (Field CIO) 24.3 24.3 242 1 -10d Smooth or Screw Shank Nall (Eave Clip) 19.0 19.0 22.1 210d Smooth or Screw Shank Nam (Fief Clip) 35.5 35.5 34.8 2 -10d Smooth or Screw Shank Nails (Eave Clip) 31.9 31.9 32.2 2 -10d Ring Shank Naffs.' 50.3 65.5 48.3 1 Installation with a 4" tile headlap and firs are located a min. of 2'W from head of tile. Table 5: Attachment Resistance Expressed as a Moment Mf (ft-lbf) for Two Patty Adhesive Set Systems Tile Profile Tile Apron Monier lifetlte Atlantis Shake & Slate Tta Adhesive Minimum Attachment Resistance 31.3$ 2 See manufactures component approval for betallation retiskomenls. 3 Fief Products Company TileBond Average weight per patty 13.9 grams. Polyfoatn Product, Inc. Average weight per patty 8 grams. Table 5A: Attachment Resistance Expressed as a Moment -kit (f -lbf) for Single Paths Adhesive Set Systems Tile Application Tile Profile Minimum Attachment Resistance Monier Lifettle Atlantis Shake & Slate Tile PotyProTM PolyProTM 118.9' 40.4° 4 Large paddy placement of 45 grams of PalyProlm. 5 Nedlum paddy placement of 24 grams of PolyProlu. Table 513: Attachment Resistance Expressed as a Moment - Mf (ft -ibf) for Mortar or Adhesive Set Systems Tile ." 4.:: Profile • • .:.' 1 0.0 : :1111r , :: n �M Attachment Resistance Monier Liable Atlantis Shake & S the .. • r • uSee 39.0 • • • • ... ... •••• • • • • .. • • • • • • .. • • • . • • • • . • • • . • • .. 10 .. • ... • • • ... • • • • ... • • • • ... • • • • • • ... • • • • ..... • • • • • .. .. • • • .. .. 000 • • • 000 • • NOA No. 02- 1211.08 Expiration Date: 12/1G07 Approval Date: 01/09/03 Page 5 of 6 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: " Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. PROFILE DRAWINGS err • =ROM IOW nrr MONIER LIF Tiu ATLANTIS SHAKE & SLATE CONCRETE ROOF TILE ••• ••• • • • • • •• ........ ENp 013 S itdstNCE r • •• ••• •• • • • •• • • • • ••• ... • • • • • • • • • • • • • • • • • • .... • • • • • • • • • • . . • • .. .. ... • • .... • • • ... • • • • • • • • • • • • • • • • • • • • • • .. .. • • • .. • ••• • • • ... • . NOANo. 02- 1211.00 Expiration Date: 12/16/07 Approval Data 01/09/03 Page 6 of 6 MIAMIDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Polyfoam Products, Inc. 11715 Boudreaux Road Tomball, TX 77375 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FI..AGLF.R BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable ndes and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The BCCO (In Miami Dade County) and/or the AIII (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Florida Building Code. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTLSEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.01 -0521.02 and consists of pages 1 through 7 The submitted documentation was reviewed by J; rge L. Acebo. • • • • •• • • • • • •• ••• • • •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• •• • ••• • • ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • ••• • • •• • • • • • • • • • •• •• • • NOA No.: 06-0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 1 of 7 ROOFING ASSEMBLY APPROVAL: Category: Roofing Sub Category: Roof tile adhesive Materials: Polyurethane SCOPE: This approves Polypro® AH160 as manufactured by Polyfoam Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof tiles system using Polypro® AH 160. Where the attachment calculations are done as a moment .based system for single patty placement, and as an uplift based system for double patty systems PRODUCTS MANUFACTURED BY APPLICANT: P rrnct Dlmenslons Test Product Description Specifications Polypro® AH160 N/A TAS 101 Two component polyurethane foam adhesive Foampro® RTF1000 N/A Dispensing Equipment ProPack® 30 & 100 N/A Dispensing Equipment PRODUCTS MANUFACTURED BY OTHERS: Any Miami Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list moment resistance values with the use of Polypro A11160 roof tile adhesive. PHYSICAL PROPERTIES: prowl Density Compressive Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability Closed Cell Content Test ASTM D 1622 ASTM D 1621 ASTM D 1623 ASTM D 2127 ASTME96 ASTM D 2126 ASTM D 2856 Results 1.61bsJft.3 18 PSI Parallel to rise 12 PSI Perpendicular to rise 28 PSI Parallel to rise 0.08 LbsJFt2 31 Perm / Inch +0.07% Volume Change ® -40° F., 2 weeks +6.0% Volume Change ®158°F., 100% Humidity, 2 weeks 86% Note: The physical properties listed above are presented as typical average values as determined by accepted ASTM test 'methods and are subject to normal manufacturing variation. •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 100 • • NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 2 of 7 EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Center for Applied Engineering #94-060 TAS 101 04/08/94 257818 -1PA TAS 101 12/16/96 25- 7438 -3 SSTD 11-93 10/25/95 25- 7438 -4 25- 7438 -7 SSTD 11 -93 11/02/95 25 -7492 SSTD 11-93 12/12/95 Miles Laboratories NB-589-631 ASTM D 1623 02/01/94 Polymers Division Ramtech Laboratories, Inc. 9637 -92 ASTM E 108 04/30/93 Southwest Research Institute 01- 6743 -011 ASTM E 108 11/16/94 01- 6739- 062b[1] ASTM F. 84 01 /16 /95 Trinity Ftngineering 7050.02.96 -1 TAS 114 03/14/96 Celotex Corp. Testing Services 528454 -2 -1 TAS 101 10/23/98 528454-9-1 528454 -10 -1 520109 -1 TAS 101 12/28/98 520109 -2 520109 -3 520109 -6 520109 -7 520191 -1 TAS 101 03/02/99 520109 -2 -1 MUTATIONS: 1. Fire classification is not part of this acceptance. Referto the Prepared Roof Tile Assembly for fire rating. 2. Polypro® A11160 shall solely be used with flat, low, & high tile profiles. 3. Minimum underlayment shall be in compliance with the Roofing Application Standard RAS 120. 4. Roof Tile manufactures acquiring acceptance for the use of Polypro® A11160 roof tie adhesive with their tile assemblies shall test in accordance with TAS 101. 5. Roof Tile manufactures acquiring acceptance for the use of HANDI -STICK roof tile adhesive with their tile assemblies shall test in accordance with TAS 101 with section 10.4 as modified herein. 1\ 'F w t2;, •• ••• • • • • • •• F. • • MS• • • •• ••• •• • .. •• • • ••• ... • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •• •• •• • ••• • . • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• • • • • • •• •• •.• • • • • ••• • • NOA No. 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 3 of 7 INSTALLATION: 1. Polypro®A 1160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® AH160. 2. Polypro® AH160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attahment with the use of Polypro® AH160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA 3. Polypro® AH160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro® AH160 Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 5. Calibration of the Foampro® dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the 'V' component shall be maintained between 1.0- 1.15 (A): 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be approved. 6. Polypro® AH160 shall be applied with Foampro RTF1000 or ProPaek® 30 & 100 dispensing equipment only. 7. Polypro® AH160 shall not be exposed permanently to sunlight, 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after Polypro® AH160 has been dispensed. 9. Polypro® AII160 placement and minimum patty weight shall be in accordance with the Placement Details' herein. Each generic tile profile requires the specific placement noted herein. Table 1: Adhesive Placement For Each Generic Tile Profile Tile Profile Placement Detail Single Paddy Weight Min. (grams) Two Paddy Weight per paddy Min. (grams) Flat, Low, High Profiles #1 35 N/A High Profile (2 Piece Barrel) #1 17 /side on cap and 34 /pan 24 N/A N/A Flat, Low, High Profiles #2 Flat, Low, High Profiles #3 8 LABELING: All Polypro® A1-1160 containers shall comply with the Standard Conditions listed herein. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or applicable building code in order to properly evaluate the installation of this system. • .. •• • • • • • • • •• 000 •• • • • •• NOA No.: 06- 4201.02 • • • • 060 • • • Expiration Date: 05/10/11 • • • • • • • • • • • • Approval Date: 04/13/06 `• • • • • • • • • • :• •• Page 4of7 •• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 060 • • ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY •• ••• • • • • • •• •• • • • • • • • •• ••• •• • • • •• NOA No.: 06- 9201.02 • • • ••• ••• Expiration Date: 05/10/11 • • • • • • • • • Approval Date: 04/13/06 °• • • • •° • • • •• • .0 Page 5of7 •• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •■ ••• • • • ••• • • ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY .. ... • • • • • •• • • • • se • • • • • • ••• • •. ••• •• • • • •• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• •• •• • ••• • • • .•. • • • • .•• • • • • • • • • • • • • • 000 • • • • • • • • s • • • • • •• •• • • • •• •• •.• • • • ••• • • NOA No.: 06- 0201.02 Expiation Date: 05/10/11 Approval Date: 04/13/06 Page 6 of 7 ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY END OP WHIF ACCEPTANCE • • • • •. • • • • • • • • •• ••• •. • • • .• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •. •• •• • ••• • • • ••. • • • • ••• • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • •. •• • • • •• •. ••• • • • 000 • • NOA No.: 06- 0201.02 Expiration Date: 05119/11 Approval Date: 04/13/06 Page7of7 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) GAF Material Corporation 1361 Alps Road Wayne, NJ 07470 MIAMI-DADE COUNTY, FLORIDA MBIRO -DADS FLAOLER BUILDING 140 WEST FLAGLER STREET, SuITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulates governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD. ' This NOA shall not be valid after the expiration date stated below. The M n.Dade County Product Control Division (In Mani Dade County) and/or the ABI (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the me of such product or material within their jurisdiction- BORA rese vcs the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to net the requirements of the applicable Wilding code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane of the Florida Building Code. DESCRIPTION: GAF Ruberold® Modified Bitumen Roof System for Wood Decks.) LABELING: Each unit shall bear a pest label with the 's tame or logo, city, state and following s "fin Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA wi71 occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Nfisuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Mlanii Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done initsy. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. •• ••• • • • • • •• This NOA renews NOA 002-0408.10 and gists of ka 1 Ithiorigii32.. • The submitted documentation was reviewed by:Brank� • • • • • • • • .••• •• • • • • • •• • • • •.•• • .• • • • • • • • • ••• • ••• ••• • • • • • • • •• •• • • • • • ••• • E.• • • • • • • •••• • • • • • • • • • •• •• •.• ••• • • • • • • • • • •• •• • • NOA No: 03-0501.02 Expiration Date: 11/06/08 Approval Date:10,23103 Page 1 of 32 ROOFING SYSTEM APPROVAL SSBBS<APP, Modified Bitumen Deck Tvne: Wood Maim Dhaimn Pressure -75 psf EMS" See General Limitation #1 ' TRADE NAMES OF PRODUCT'S MANUFACTURED OR LABRLED BY APPLICANT: TABLE 1 Product GAF Asphalt Concrete Pier (Matrix'( 307 Primer) GAF Mineral Shield® Granules GAF WeatherCaat® Etnulsicm (Matrix'( Meted 305 Emulsion) GAFPrFbeied Aluminum Roof Coating (Matrix"` System Pro Aum Roof Coating Fiber 301) GAF Jetblack All Weather Plastic Cent (Matrix"( Standard Wet/Dry Roof Cement 204) GAFGLAS #75® GAFGLAS #80 Ultinm ' Base Sheet GAFGLAS Flex Ply"( 6 GAFGLAS Ply 4® GAFGLAS ®Mineral Surfaced Cap Sheet GAFGLAS® STRATAVENT® Eliminator Perforated 5, 55 gallons 601b. Bags 100 lb. bags 5gall= 1,5 gallons Tea Product She Descrl ASTM D 41 Asphalt concrete prim used to promote adhesion of asphalt in built-up roofing. Granules for surfacing of exposed asphalt, cold process cement or emulsion. GAF 1Vfineral Shield® Granules shall be used for flashing applications only. Surface coating for smooth surfaced roofs. ASTM D 1863 ASTM 1227 ASTM D 2824 Flbered aluminum coating. 1, 5 gallons ASTM D 3019 Refined asphalt blended with a mineral ASTM D 3409 stabiyizer and fibers. Permits adhesion to wet and dry surfaces. 3937" (1 meter) ASTM D 4601 Asphalt impregnated and coated glass Wide mat base sheet. 39.37" (1 meter) ASTM D4601 Asphalt impregnated and coated, Wide fiberglass base sheet 3937" (1 meter) ASTM D 2178 Type VI asphak impregnated glass felt Wide with asphalt coating. 3937" (1 meter) ASTM D 2178 Type 1V asphak impregnated glass felt Wide • with asps coating. 39.37" (1 meter) ASTM D 3909 Asphalt coated, glass fiber mat cap sheet Wide surfaced with mineral grannles. 3937" (1 meter) ASTM D3672 Fiberglass base sheet coated on both Wide •ASTTvI p 4;97. sides with asphalt. Surfaced on the • • • • • • • ' : i ttorm side with mineral granules • • ••• •.•.. coating with • . • . • .. • e�ob�ded in asphaltic • • • • • • • • ' factory perforations. • • •.•• • • • • •. • • • • • • •• • • • •�.•• • •• • • • • • • •.• • ••• • • • • • • • • • • • • • • • • • • •• • •• • • • ••• • • • •.• ..• • • • • • • • • •• •• • • • ••• • • • • • • • • • • • • • •. • •. ••• • • NOA No: 03.0501.02 Expiration Dates 11/06J08 Approval Date:10f23/03 Page 2 of 32 Membrane Type: APP/SBS Heat Weld Deck Type 1: Wood, Non-insulated Deck Description: 19/32" or greater plywood or wood plank decks System Type E (1): Base sheet mechanically fastened. All General and System Limitations shall apply. Base sly GAFGLAS tl$0 Ultima.T'" Base Sheet, STRATAVENT® Eliminator Perforated. Nailable, RUBEROIDD Modified Base Sheet, RUBEROID MOP Smooth, RUBEROID® 20, RUBEROID SBS Heat Welder Smooth or RUBEROID SBS Heat Weld 25 base sheet mechanically fad to deck as descrlbed below; Fastening Options: GAFGLAS® Ply 40, GAFGLAS Flex PIP"' 6, GAM LAS #75 Base Sheet or any of above Base sheets attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the lap staggered and in two rows 12" o.c. in the field. (Maximum Design Pressure - 45psf, See General Limitation di7} C AFGLAS® Ply 4®, C AK L.AS Flex P1y'c't 6, GAFGLAS #75 Base Sheet or any of above Base sheets attached to deck with Drill Tec (GAPTTTE) #12 or #14 Screws and 3" Plates, 12" o.c. in 3 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 12" o.c. in the field of the sheet. (Madams Design Prime -4S psf, See General Liatitatian 17) GAFGLAS Flex Ply' 6, GAFGLAS #75 Base Sheet or any of above Base sheets attaclmd to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the 4" lap staggered and in two rows 9" o.c. in the field. (Ataxia= Design Pressure - 52Sp�f, See General Li ion 117) GAFGLAS 175 Base Sheet or any of above Base sheets attached to deck with Dail Tee (GAFITTE) #12 or #14 Screws and 3" Plates, 12" o.c. in 4 rows. One row is in the 2" side lap. The: other rows are equally spaced approximately 9" o.c. in the find of the sheer. (Maxim= Design Pressare -60 psf, See General Limitation 17) Any of above Base sheets attached to deck approved annular ring shank nails and 3" inverted Drill--Tec (GAFITIE) insulation plates at a fastener spacing of 9" o.c. at the 4" lap staggered in two rows 9" in the field. (Mart Deign Pressare -60 psf, See General Limitation 17) GAFGLAS 1175 Base Sheet or any of above Base sheets attached to deck with Drill-Tec (C AFI TTE) #12 or #14 Screws and 3" Plates, 8" o.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Markman Design Pressure -75 psf, See General Dion #7) Ply Sheet: (Opdonal except over RUBEROID Modified Base Sheet, RUBEROID MOP Smooth, RUBEROID® 20, RUBEROID SBS Heat-Weldng Smooth or RUBEROID SBS Heat Weld) One or more plies GAFGLAS PLY 4®, GAFGLAS® PLY 6( Plya GAFGI.A.5 lay 6 sheet adhered in a full mopping of approved,, �asphalt a)pli : .heSnhm ti a range �� a rate of 20-40 lbs sq. or Rube:mid 713,4yne211 g application moons. • • • . . • • • .. .... • • • • .... . .. • •. • • • • • • • • . • • • • • • • .. .. • • NOA Ncc 03.050102 Expiration Datw' U Apps miry 3. .283: Membrane: One ply of Ruberoid® Torch Smooth, Ruberoid® Torch Granule, Ruberoid® Torch Plus Granule or Ruberoid® Torch FR torch applied according to manufactures application instructions. Or One or more plies of RUBEROID® SBS Heat-Weld'' PLUS, RUBEROID® SBS Heat-Weldni PLUS FR, RUBERO1D® SBS Heat WeW" 170 FR, RUBEROID® SBS Heat We1dTx, RUBEROID® SBS Heat-Weld/24 Smooth, RUBEROID® UltraCladlm SBS and RUBEROID® SBS Heat We1dn4 25 applied according to manufacturer's application instructions. S'urfildng: (Optional) Install one of the following 1. Gravel or slag applied at 400 lb./sq. and 300 lbJsq respectively in a flood coat of approved asphalt at 60 lb /sq. 2. GAF Premium Filaued Aluminum Roof Coating, at 1.5 gal. /sq. or GAF WeatheiCoata Emulsion at 3 gal/sq. (Torch Smooth applications only) 3. GAF Were® MB- (Matrix 715 MB Coating), Applied at 1 to 1.5 4. Top Coat® Surface Seal SB(Matrix 602 SB Coating), Applied at 1 to 15 dal- Maxim m Design Prime: See Fastening Above .. ... • • • • • .. • ......• • • • . . • • .. • ... .. • • • .. • • • • •.. •.• • • • • • • • • • • • • • • . • • 0 • .• • 0 . • • • • • • • • • . • • •• .. .. ... • • • NOA No: 03- 0501.02 Expiration Date: 11/06/08 Approval Date:10/23103 Page 29 of 32 Membrane Type: . SBS Deck Type 1: Wood, Non - insulated Deck Description: 19/x" or greater plywood or wood plank System Type E-2: RUBEROID® Tile Undealayme nt, Base Sheet mechanically attached. AB General and Systan Iimitafons shall apply. Anchor sheep GAF LAS® #80 UltimaTm Base Sheet, RUBEROID® 20 base sheet or The -Mate Modified Base Sheet applied with a minimum 2" side lap and a mini'mn 6 °end lap. Base sleet may be applied at a right angle (90°) to the slope of the deck with approved annular ring shank nails and tin caps at a fastener spacing of 6" o.c. at the 2" sick lap, and two 12" o.c. staggered rows along the center of the sheet Ply Sheet (Optional) One °m ore a plies GAFGLAS PLY 4® Ply, GAFGLAS FlexPlyni 6 sheer, GAFGLAS #80 Uhimind, RUBEROID MOP Smooth or RUBEROID® 20 adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbsisq. Membrane: One ply RUBEROID® MOP, RUBEROID® MOP PLUS, RUBEROID® SBS Heat-Warm Grande, RUBBROID®. SBS Heat WeId1 ' PLUS, Tile -Mate Modified Cap or Tile -Mate Mowed Cap Plus, membrane may be applied at a right angle (90°) to the slope of the deck* adhered in a full mopping of Type IV asphalt applied within the EVT range and at a rate of 20-40 lbs sq. Membrane shall be backnailed to deck with approved annular ring shank nails and tin caps in accordance to appficable Building Code. No nails or tin caps shall be exposed * Membrane may also be installed parallel to the slope of the roof (Le. strapping). If membrane is strapped, then anchor sheet and ply sheet must also be strapped. Maw Design Pressure: • Refer to tile ms's NOA. Maximum Slope: Must Comply with Roofing,Application Standard RAS 118, RAS 119, RAS 120 and applicable Building Code. •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • ••• ••• NOA No: 03- 0501.02 • ... .... • • • • • • • • • • • yam,,. • • • • • • • • • • • • . • • Expieatlon Date= 11/06/08 • • • ••• • Approval Datee10i 3/03 Page 30 ef52 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Membrane Type: SBS Cold Applied for mechanically fad tile systems only.. Deck Type 1: Wood, Non-insulated Deck lemon: 19/32" or greater plywood or wood plank. System Type E-3: RUBEROID® Tile Underlayment, Base Sheet mechanically attached. All General and Syatem Li®itatiasns shaltapply. Anchor sheet: GAF(LAS® GAFGLAS #80 Uhlman( Base Sheet, RUBEROID® 20 base sheet or Tile -Mate Modified Base Sheet applied with a niinimmm 2" side lap and a minimum 6'emdlap. Base sheet may be apprixl at a right angle (90°) to the slope of the deck with approved annular ring shank nails and tin caps at a fastener spacing of 6" o.c. at the 2" side lap, and two 12" o.c. staggered rows along the canter of the sheet. Membrane: One ply RUBEROID® MOP, RUBEROID® MOP PLUS, Tile -Mate Modified Cap or Tile -Mate Modified Cap Plus, membraim may be applied at a right angle (9�) to the slope of the deck* adhered with Ruberoid Adhesive or Matrix Select 102 at a rate of 1-2 gal/sq. Membrane shall be backoailed to deck with approved annular ring shank nails and tin caps at a maximum fastener spacing of 6" ac. No nails or tin caps shall be exposed. Allow 72 hour cure odor to loadinn and tiles. * Membrane may also be installed parallel to the slope of the roof (i.e. strapping). If membnane is strapped, then anchor sheet and ply sheet must also be strapped. Maxima Dedgn Pressure: Refer to tile manufacturer's NOA. Maxima Slope: Must Comply with Roofing Application Standard RAS 118, RAS 119, RAS 120 and applicable Building Code. .• ••• • • • • • •• • •••• • • • • •• • • • • ••• • • •• ••• •• • • • •• • • • • ••• •••• • • • • • • • • • • • • • • • • • • NOA No: 03. 050102 •••• ▪ •• • • • • • • • • • • • • • • • • • • • Expiration Date: 11%06908 • • • • • • •• •• •• • ••• • • • Approval D te:1V23 �-a'� Page 31 of 32. .•.• .••••••• • • • • • • •• • • • • • • •. • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • • • ••• • • WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is reguied with Ply 4 and Flex Ply 6 when used as a mechanically fastened base or anchor sheet. 2. Mminm m Dens Deck or lh Type X gypsum board is acceptable to be installed directly over the wood deck. GENERAL L1MLTATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in mnitiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a fall mopping of approved asphalt applied within the EVT range and at a rate of 20-40 l si./sq , or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4'maximnm. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base she is fully mopped. If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12" diameter circles, 24" o.c.; or strip mopped 8" ribbons in three rows, one at each sidelap and one down the cater of the sheet allowing a bus area of. ventilation. Fling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross ration. Asphalt application of either system shall be at a minims rate of 12 lbsisq. Note: Spot attached systems shall be limited to a mindmum design pressure of -45 psi:. 5. Fastener sing for insulation attachment is based on a Mmimum C erisdc Force (F') value of 275 lbh, as tested in compliance with Testing Application Standard TAS 105. If the fastener value, as field-tested, are below 275 lbit insulation attachment shall not be 6. Fastener spacing for mechanical attachment of abase sheet or membrane attachment is based on a minimumfastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener rice be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed and sealed by a Florida Registered Engineer, Architect, or Rem Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal rye value tabs from Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in campliance with Roofing Application Standard RAS 117. (When this limitation is specifically referred within this NOA, General Limitation 89 will not be applicable.) 8. All attachment and sizing of perimeter miners, metal profile, and/or flashing tetminatioa designs shall conform with Roofing Application Standard RAS 111 and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones (i.e. field, perimeters, and cows). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones CL.e. perimeters, extended comers and corners). (When this limitation is spedfically referred within this NOA, General limitation 87 will not be applicable.) 10. All products listed herein shall have tiaalityagsugraiae wet in accordance with the Florida Building Code and Rule 9B-72 of thaloric A irl t e. END 01? TES MCEPTVIICK • • • • • .•.... •••• ••.• • • • • • • • • • • .• • • ••••• • • • • • • • • • • • • • •• •• .• • ••• • • • ••• • • • • •.1 • • • • • •• • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • ••.• • • • • • .• •• ••• • • • • ••• • • • NOA No: 03- 0501.02 Expiration Date: 11/06/88 Approval Date:101123103 Page 32 of 32 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 arr c4/ Inspection Date: 10/24/2007 Inspector: Perez, JanPierre Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WIND CHILL MECHANICAL CORP Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (954)985 -0424 Building Department Comments construction of new house's Wt L" Ct q/ -/ Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, October 23, 2007 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 10/29/2007 Inspector: Levrock, James Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: CONDE PLUMBING Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (954)923 -2346 Building Department Comments PLUMBING WORK FOR A NEW HOUSE or Comments Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Friday, October 26, 2007 Page 2 of 2 Inspection Date: 11/01/2007 Inspector: Devaney, Michael Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 A Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: KILBY ELECTRIC CO Permit Type: Electrical - Residential Inspection Type: Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)233 -2965 Building Department Comments new house construction NOV 0 2 WI Inspector Comments Passed CREATED AS REINSPECTION FOR INSP 14825. my NEEDS 30 DAY TEMP FOR TEST PERMIT AND POWER ON THE BUILDING BEFORE FINAL MD 10/30/07 Failed cc Correction .-')/2---- Needed - a ��, /1 Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Wednesday, October 31, 2007 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number. INSP -14791 Perm Nur RC-4-06-947 '' Inspection Date: 11/06/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY Permit Type: Residential Construction Inspection Type: Final Building Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments CONSTRUCTION OF A NEW SINGLE HOUSE I� Passed Inspector Comments my Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, November 6, 2007 Page 1 of 2 Ceelifr/ifey Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305 - 795 -2204 Fax: 305 -756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Contractor AGH CONSTRUCTION COMPANY Not Transferable POST IN A CONSPICUOUS PI-ACE Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: 05 795.2204 Fax: (305) 756.8972 BUILDING �; MAY 1 7 2007 "II Permit No RC b 4- 06 -911 PERMIT APPLICATION Master Permit No. FBC 2004 B Y. 2410-71.. dz1 Alt Permit Type (circle Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) `AN Ale- `< c7 -E'e. , Phone # 3c- 7?9- 909f Owner's Address % 17 ). 1 /564gc 4 y'e w , f r, ,V e City �G. fgey V:147e State f c Zip 33"1/ Tenant/Lessee Name „...04# Ailed Phone # 3 0s"-- 9PP Job Address (where the work is being done) ziecti /ye— 9.6 e_s. �`- City Miami Shores Village County Miami -Dade Zip 3 3/3 FOLIO / PARCEL # Is Building Historically Designated YES NO K. Contractor's Company Name f'► ( yT�" ieh� - 4144/0 Phone # 3 OS:- %97 % Q1 J Contractor's Address 712- I Pr?C 4 II.ev ,�,•.VE City or-y( 4' 1474,12 State F1.- Zip .3 3M/ tea? Qualifier Name �IIGtic rc® Phone # 3 c 7-p d Pr State Certificate or Registration No. C C, C CS'7(3 10 Certificate of Competency No. Architect/Engineer's Name (if applicable) err WA* M. ef6IP Phone # 1756- 1-'2-9-217 C !' Value of Work For this Permit $ Square / Linear Footage Of Work: /�� Type of Work: ❑Addition []Alteration i :New Describe Work: A4a e rows Ch t '7 4r ❑ Repair/Replace ❑ Demolition ********* ** * * * ** * ** * ** * ** ***** ** * * * * ** *F * * * * * * ** * * * *, * * ** * *,r******* * *** * * ** * * * * ** Submittal Fee $ Permit Fee $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Zoning $ CCF $ CO /CC Bond $ Code Enforcement $ Double Fee $ Structural Review. $ 640* De Total Fee Now Due $ 1' ; MAY 2 O P' See Reverse side -* C °3 Bonding Compaiyr§=Iame iffi) It 47 Bonding Companys Adtttif City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that.no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this 1 r1 The foregoing instrument was acknowledged before me this day of C 20 02, by ,444 Ava ti , day of , 20 , by who is . orally known t 'i e or who as produced who is personally known to me or who has produced entifi9aion an a, , ,y 6liktgiitmoath. `a��YUb °. NOTARY PUB C: _®� 4� `Commission #DD2319 4F.Expi es JUl13,200T Sign: Print: My Conunissi .n Expires: o t g as identification and who did take an oath. ***** * * * * * * *,*. * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: (Revised 02/08/06) NOTARY PUBLIC: Sign: Print: My Commission Expires: Miami Shores .Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING 11E © II C Permit No. 4 1 —9 PERMIT APPLICATION ¶3j 2006 Master Permit No. FBC 2004 BY. Owner's Name (Fee Simple Titleholder) Permit Type (circle). Building Electrical y� Plumbing Mechanical Roofing �IrL -144N1 Pon%5t �• c-r Phone# (?07) Owner's Address QQ 0 i' (02- 5 °rroe t City M tpkm t C h® 5 State I o r-lek Zip q2 3e (3'e Tenant/Lessee Name I ~f. Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # ®3ZP94p - 51 Phone # 1- 4 s i Ib- (41- County . Miami -Dade Zip ?j W e Is Building Historically Designated YES NO Contractor's Company Name A(a r/ co 4 S.31 ®-K L7''rd C0141 Contractor's Address r%'"i 2 ( 6eete- Y "tet� J ("Ate 0 36S"- 7s9 -0ems- 14s 3'S- /79f- 7o9r !•l/ Phone # 30s- 731.-its-`l% o I City not-71,4 Wf( p State Zip Qualifier Name a CkA/Cerc, Phone # a` Posre Q. q 60 V o State Certificate or Registration No. c G (. Cam'`) b 3 Coo Certificate of Competency No. 3 3f /( Architect/Engineer's Name (if applicable) 17—tie— eAlg 6110,f / 14-' Phone # z Value of Work For this Permit $ ® ® 1 Squar Type of Work: DAddition ['Alteration Describe Work: Linear dotage; Of Work: N�b¢ --roz 1,20. .SIC, c'ck, ►ii�!.ea ace Demolition **** * * * ***** ** * * * * * ***** *** * **** *Fe sir************ * ** * * * * * * ** ** * ** * ***** ** * * * ** ** Submittal Fee $2 .CO Permit Fee $ gi /01U CCF $ 1 (02- CO /CC 1 Notary $ 6 — Training/Education Fee $ 5 Technology Fee $ 2 -50 y r Scanning $ I 6 `— Radon $ { 5� DPBR $ 1 Zoning $ Bond $ 3OO �- . Code Enforcement $ Double Fee $ ( / Structural Review. $ � • 00 .'f G 0.W 14 /101 vb Total Fee Now Due $ '"to os, beA- See Reverse side -* Bonding Company's Name (if applica Bonding Company's Address City Mortgage Lender's Name (if applicab Mortgage Lender's Address City t ►';0F� Application is hereby made to obtain commenced prior to the issuance of construction in this jurisdiction. I unc WELLS, POOLS, FURNACES, BOII OWNER'S AFFIDAVIT: I certify t applicable laws regulating constructio "WARNING TO OWNER: YOU] PAYING TWICE FOR IMPRO CONSULT WITH YOUR L: COMMENCEMENT." Notice to Applicant: As a' condition promise in good faith that a copy of whose property is subject to attachm for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection ee . * . charged. ,..." , ::j/ ti, 4 ,.. 4i MECHANIC .1. 171 oCnef, 41 :8106 2764 ',444 STRUCTURAL N v Z a,� ON 6v4 '0 p 0 m s . () , RESUBMITAL DATES: SUBMITTAL DATE: 4p2_ 1 L 1CONTRACTOR: 6. A PERMIT # 2C -- '114 \„. w z t40V DOW IMPACT FEES -r, �_ _� m .=— — ,..._ fTh „,...... ca, ...,..... ...7 V Signa Owner or Agent The oregoing instrument was acknowledged before me this (3 by day of w is personally known to me r who has produced As identification and who did take an oath. NOTARY PUBLIC:* Sign: Print: LCSV'T LORRAINE KEU.ER Notary Public - State of Florida fires Apr 16, 2010 . Assn. • a It Signature Contractor The foregoing instrument was acknowledged before me this day of �7"• , 20,Q gbyP\WO r\Owo 1 who is personally known to me or who has produced Ft-Dc #636 - 60-61- °as he ification and who did take an oath. NOTAR LIC: ' , M ifot �xpiaes: J u, 3,20 nded "6'hru fl My Commission Expires: Qj k (o r aC> ( U Sign: Print: My Co ission Expires: ******************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: (Revised 02/08/06) * * ** * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning U.S. DEPARTMliN Federal Emergen National Flood Ins ce me ogr • • • • RITY ELEVATION CERTIFICATE Al. Buildin• 0 er' a - W .E. 9• • A2. Building gtreet A luding pt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No 448 N.E. gr Street. City Miami Shores State FL ZIP Code 33138 • Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION reet, LLC. ••• ••• • •• • OMB Ner.•1660 -0008 • • • Expires oruary 28, 2088 • •• • • • • • ▪ Fo▪ r Insurence•Qompany.tfees • , ▪ PglicyNtptbto • ••••• • •• •• • *fleas. ••• • • it Company NAIL Number •� • •••• •••••• • • • • • •• •••• ••• • • A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Folio # 11- 3206 - 014 -0575 Lot 3 & E 1/2 of Lot 4, Block 53 of Miami Shore Sec.2, (PB.10 -37). • • •• A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 °51'48.5" Long. 80 °11'16.33" A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 8 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) 2330sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade 7 c) Total net area of flood openings in A8.b 20126 sq in Residential to obtain flood insurance. Horizontal Datum: ❑ NAD 1927 a NAD 1983 A9. For a building with an attached garage, provide: a) Square footage of attached garage 623 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number Village of Miami Shore 120652 B2. County Name Miami -Dade B3. State FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12025C0093 J 7/17/95 3/2/94 X WA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ►e Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized DCBM N -603 -R Vertical Datum NGVD 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor).. b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) f) g) Check the measurement used. 6.5 ►�0 feet 11.9 ® feet N/A. ❑ feet 9.6 ® feet 9.0 0 feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) 8.3 ® feet ❑ meters (Puerto Rico only) 9.1 feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name Thomas Brownell License Number 2891 Tale Professional Land Surveyor Company Name E.R. Brownell & Associates, Inc. Address 3152 Coral Way Signature 1 „ Date 09/ City Miami State FL ZIP Code 33145 Telephone 305/446 -3511 FEMA Form 81 -31, February 2006 See reverse side for continuation. Replaces all previous editions • • • • • IMPORTANT:• iri ft ese spaces copy the corresponding information from Section A. Building Street Address (including ij.,Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 4644.f[•96'" Street.. • • • • • • •-- C Mi�rri Shore %•Stake FL ZIViC•odd 33138 • • For Insurance Company Use: Policy Number Company NAICNumber '..' SECIII pbJ D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Cgpy both sides of this ElevatiobneMate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Job•ffo.56327. Locator 2380 S.W. at N.E. 96 Street & N.E. 6 Avenue pk nail & brass washer EL.8.11. • • • • C2b= Nett livablt side • • •• C2e= NC Concrete Slab 44wI Spaced "' Date ❑ Check here if attachments SECTION E - BUILDING LEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items El -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments Title Telephone Date ❑ Check here if attachments FEMA Form 81 -31, February 2006 Replaces all previous editions 0 O N a E Z 0 m h Q: \Prof \56627 ANDY HOWARD \dwg \56627. dwg 1/19/2007 8:38:46 AM EST SKETCH OF AS BUILT SURVEY S89'58'55 'E N.E. 96th STREET S89'58'55 "E 75.00' JAN 2 9 2007 B Y: /510111/("c' ' LEGAL DESCRIPTION: Rebar 23.42' 0.30' 10.3 7.22' d 1+7 « 2.5 7.6 7.6 LOT 4 2.4 CO 10.21 0/5 0.26' Northe 18.75' h Concrete 6.5 4.6 0.12' Found IP 8.3 Concrete 0 0.7 0.7 co N 10.34: 3 LOT 3 6.8 CO 6.7 10.30: Concrete I cc' 24.9 co 2.4 2.4 25.5 N N 29.2 LOT 2 Found IP O/S 0.31' North 0.37' S89'5842'E f 75.00' 15' Alley Lot 3 and the East ? of Lot 4, Block 53 of "MIAMI SHORES SECTION No. 2"according to the plat thereof as recorded in Plat Book 10 at Page 37 of the Public records of Miami —Dade County, Florida. Property Address: 448 NE 96th Street Found 0/S 0.12' North 0/S 0.10' East 1Found IP PROJECT LOCATION LOCATION MAP Not to Scale SURVEYOR' S NOTES: THIS IS NOT A BOUNDARY SURVEY. • • • • • •• • • •00• • • • 0.041 • Bearings are based on an assumed meridian whereby the centeo014es•of NE 98th Street bears S 89 °58'55° E. •••• •• • • • • • •••• • •• The scope of this survey is to show the As Built Conditions a4•Tis.Buildrng.••• •• •• 110011 Elevations are referred to National Geodetic Vertical Datum i1r92 $+ Elevations are based on Miami Dade County Benchmark number N- 603 —R, The same being €..R E Nail and Brass Washer located at Northeast corner of intersection WE 96th'$ts�t and NE 6th Avenue; Elevation:8.11 feet. •1141• • ••• • The National Flood Insurance Rate Map of Florida, No. Community No 12025C0093 Panel No 0093, Suffix J with and effective /revised Date of 3/2/94, published by the United States Department of Housing and Urban Development, delineates the herein described Land to be situated within Zone X. Area is Under Construction. This sketch shown hereon in its graphic form is the record depiction of q.he surveyed lands described herein and will in no circumstances be supplanted in authority by any other graphic or digital format of this Survey. This map is intended to be displayed at a scale of 1 °=30' or smaller. At the maximum intended displayed scale the survey and sketch's positional accuracy value occupies 1/20° on the display. SURVEYOR' S CERTIFICATE: We hereby certify that to the best of our knowledge and belief this °AS —BUILT SURVEY" is true and correct based on our field survey dated January 19, 2007, and meets the Minimum' Technical Standard Requirements for Specific Purpose Surveys as set forth in Rule 61G17 -6 as adopted by the Florida Board of Professional Surveyhrs;ald Mappers pursuant to Chapter 472.027 Florida Statutes. 4 Thomas Brownell Executive Vice President Professional Land' Surveyor 12891 State of Florida C�• • • • • S&L • • • • •0•••• . 0) • • 00 1 CC J Q a 3 E 0 m H T a 0 N tO t0 -; Scale: 1 " =30' 1 0 oi Date: 1/16/07 O r O cn 0 z Y N NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. Re--06-9y7 STATE OF FLORIDA: COUNTY OF MIAMI -DADE: TAX FOLIO NO. 3.06 -6ve -O THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1111111111111111111111111111 C Flip# 2006R1 14'9289 OR Bk 25040 Ps 4509i UPS) RECORDED 10/25/2006 11:30:41 HARVEY RUVIN, CLERK OF COURT MIAMI -DARE COUNTYr FLORIDA LAST PAGE 1. Legal description of property and street/address: Lo/ 3 a.i /aye 124s .. DI 1014, 6106k 6-3 /)Ar`acii Shores Sed {ion No, 1.1 acco -c 7 ¢o ,A/(P l'/a/ eAeet,06 as recos -ded /^ Plgi Book /O, Paae 3'7 o2t Ate 4dJ /c i7eco 'd4 000/440n/- Axle ado ix/ rear /A 2. Description of improvement: New c? ¢ /e Ans /y 6e&S.%elk oe 3. Owner(s) name and address: WO /02"1 £'free 7C /J.' -IAtl ' 4)‘,1/ SO CArTE liar ; ,5 ores, / 33/3.8 Interest in property: Name and address of fee simple titleholder: 4. Contractor's name and address: ,4 G`/ Can s /,KCB! "cat Co),1,4n 72A( 1;0444 Oev s)r f- e,likorfk yW /f e FL 33/'// 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: /V /4 Amount of bond $ 6. Lender's name and address: 7. Persons within the state of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, qq ije 9` ,'k s /ree 71 L L C 7'72.. ( Seeicai 14.`ew ,D/`r`ve , , °ra!ti ,6 y I' /lie re 33/g/ / 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: Name and address: Af / / " rdi off<, va`t /q e/Z33i�f1 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is s.ecifi- • a Ua 3 - 00 ire ewmll.-. 0 Print Owner's Name `A m ode e Prepared by // day of Deli / , 20 (26 Sworn to and Notary Public ,/ Print Notary's Name f/l�tot illOt✓aral My expires: °>� Y�Pt�'' M commission ex Tres: S�tkl ooQ � � � , Andy G. Howard 123.01 -52 PAGE 4 8/02 :...*7 y ' i PZ05- 1027-02 448 N. E. 96 St Miami SIwre� ViEla,q 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 DEVELOPMENT ORDER Whereas; the applicants Denise M. & William Cate have filed an application for site plan review before the Planning and Zoning Board on the above property. The applicant sought approval as follows: Site Plan Approval, Sec. 604, New House. Whereas, a public hearing was held on December 15th, 2005, and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing; that the applicant provide engineering drawings that demonstrate storm drainage and that the proposed structure be harmonious with the community in both size and appearance. Additionally, the applicant must satisfy all applicable Miami Shores Village codes, Miami - Dade County Codes, the applicable building and life safety codes required for development, the minimum floor level, and meet the parking setbacks. A motion to approve the application with conditions for a new house was made by Mr. Ulmer and seconded by Mr. Reese was passed and adopted this 15th day of December, 2005, by the Planning and Zoning Board as follows: Member Sastre Yes Chairman Fern. �i• Y Member Reese Yes Member Mem ►, er Ulmer Yes Dae. airman, Pia ng and Z DEPARTMENT OF PLANNING AND ZONING IMPACT FEE RECEIPT PROCESS #: B20061100947.0 BATCH: FOLIO #: 1132060140575 SITE ADDRESS: 448 NE 96 ST FEEPAYER: 448 NE 96 STREET, LLC 7721 BEACH VIEW DR COLLECTION NO.: 82975 DATE: 11/20/2006 N BAY VILLAGE FL 33141 FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE ID CODE DESCRIPTION AMOUNT . ®. _._._._._._.-. s.®. m.® ..._.- ._. ®. ®.�.�._.7.75. ®. ®. ... ®. ®.78.76 ®.e AREA 1.0 5002 00 ® UNIT SIZE (SQ FT) 3,800 0.9180 3,488.40 FIRE 1.0 2001 00 SINGLE FAMILY RESIDENTIAL 1 176.7272 176.73 ROAD 2.0 210 00 SINGLE - FAMILY DETACHED 1 1,242.0000 1,242.00 SCHL 1.0 5001 00 RESIDENTIAL UNIT 1 612.0000 612.00 IFSRP3005T TOTAL AMOUNT DUE: PAID CHECK: PAID CASH: $5,519.13 $5,519.13 $0.00 X19 PORTION R' RECORDS • d Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 10/31/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY IAN* Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments CONSTRUCTION OF A NEW SINGLE HOUSE t'IC , Passed �� l In pector Comments CREATED AS REINSPECTION FOR INSP 14778. and David Daquisto Survey submitted does not match approved plans. or spot survey. 10/29/07CG cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Wednesday, October 31, 2007 Page 1 of 2 Sketch Number: SK -35 684 \Prof \56627 ANDY HOWARD \dwg \56627. dwg 10/29/2007 3: 38: 12 PM EDT a SKETCH OF BOUNDARY SURVEY S8958'55*E N.E. 96th STREET Grass 1)1} ±22.0' Asphalt Pavement BLOCK 53 LOT 5 Found Rebar 0.5'West 0.5' Curb 6.6' Parkway P ° 5' Concrete sidewalk A ° 133.86'(R} ° , n 133.78'(M) S89'58 55 E 75`00 Found P BLOCK 53 BLOCK 53 BLOCK 53 30' LOT 4 - IE LOT 3 ,a' 0.2'East LOT 2 LA I:1 0.1'West 16.1' Balcony 2nd Floor 17.0' TWO STORY 0'7 CBS BUILDING F.F.EL= 23.67'(2FLR) 0.7 VIDA 0 10.0' 0 0 ONE STORY 6.7 CBS BUILDING r` F.F.EL=11.91'(1FLR) 31.5 10.3' ass U La- -a 0.5'East Found IP :0 /S 0.31' North Found Rebar S 0.26' North S89'58'22"E 75.00' Found IP 15' Alley ±10' Asphalt Pavement 0/S 0.12' North —"� 0/S 0.10' East Y SYMBOL LEGEND 0 Iron Pipe Wod Fence ABBREVIATION CBS Concrete Block Structure F.F.EL Finish Floor Elevation IP Iron Pipe 0/S Offset 2F;.R Second Floor 155R First Floor MIAMI M 'SHORES SECTION No.2 1(PB 10 PG 37) ?Found IP LEGAL DESCRIPTION: Found Nail & Dish WNW d llti ` a+dltl i <t✓y E >t_. 3 C S, UNDERGROUND SEM N h i D RIGHT OF WAYS, ETC. FROM L— — t' . _ TO BE VE IF M P ";.F i ' t n Lot 3 and the East 1/2 of Lot 4, Block 53 of "MIAMI SHORES SECTION No. 2 "according to the plat thereof as recorded in Plat Book 10 at Page 37 of the Public records of Miami –Dade County, Florida. Property Address: 448 NE 96th Street CERTIFIED TO: Andy and Lydia / 448 NE 96th Street, t.LC; entrust Mortgage, Inc., ISAOA, ATIMA; Ucrtin Wasserman, P. -A.,- Attorneys Title Insure ce •:r r, PROJECT LOCATION LOCATION MAP Not to Scale SURVEYOR' S NOTES: Bearings are based on an assumed meridian whereby the centerline of NE 96th Street bears S 89 °58'55" E. Elevations are referred to National Geodetic Vertical Datum (1929). Elevations are based on Miami Dade County Benchmark number N- 603 -R, The some being a PK . Nail and Brass Washer located at Northeast corner of intersection NE 96th Street and NE 6th Avenue; Elevation:8. 11 feet. The National Flood Insurance Rate Map .of Florida, No. Community No 12025C0093 Panel No 0093, Suffix J with and effective /revised Date of 3/2/94, published by the United States Department of Housing and Urban Development, delineates the herein described Land to be situated within Zone X. Only the surface indications of the underground utilities have been located. There may be other underground utilities in addition to those evidenced by visible appurtenances as shown on this sketch. No surface investigation has been performed by the Surveyor. Underground footers have not been located. This sketch shown hereon in its graphic form is the record depiction of the surveyed lands described herein and will in no circumstances be supplanted in authority by any other graphic or digital format of this Survey. This map is intended to be displayed at a scale of 1 " =30' or smaller. At the maximum intended displayed scale the survey and sketch's positional accuracy value occupies 1/20" on the display. SURVEYOR'S CERTIFICATE: •• • • • • • ••• •• We hereby certify that to the best of our knowledge•anchoili�f :tF is: "6 –Bt:Id SURVEY" is true pod correct based on our field survey•do�ted JaRuarj�• 19!••200x* and meets the Minimu'm Technical Standard Requirements for Specific Purpose Surveys as. seat forth in Rule 61G17 -6 as adoplt ®d1 by, the Fdora Board of Professional Surveyors and Mappers pursuant to Chapter :42.02! Fi orida Statutes: • • • • •• •• • ♦ • • •• • • ••• • • • • Thomas Brownell Executiae Vice rir Professional Lord *.,r •;ever 41891 State or Flor:d- • • • • • ••• • • • ••• • • • • • • • • • •• •• • • • •• •• • • • ••• • • REVISED 10/29/07 J W W V) LQ 0) Z 00 J 6 0 h. N to 0 M 0 Date: 09/20/07 SK -35684 z el y C OCT mcmgymi igt 3 1 2091 PERMIT #: RC 0o -941 Miami Shores Village APPROVED BY, DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS •• ••• • • • • • •• • • • • • • • •• ••• • • • • • • • • • • • • • • ••• • • • •• • • • •• • ••• ••• • • • • • • • • • • • • • • • • • • • •• • • • •• • ••• • • ••• • • • • •••v • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • •• •• ••• • • • ••• • • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 10/26/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments CONSTRUCTION OF A NEW SINGLE HOUSE Passed Inspector Comments and David Daquisto e Ati cret4/77 / 17-e. 04) eaas Aco--r 12 0 1 70 inArS - 0 Yl- rev S1/2 o I -e-T.,. Failed �� Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Friday, October 26, 2007 Page 1 of 2 • • • • • 0 •0 •■ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • o • 8AcKFLowinivi• itnp• ••• • •.• NAME OF PREMISE • hen; BacIdlow Speciallits, Inc •• •• • • • • • • • • • 12040 S. W. 20th Court sit% Lauderdale, Florida 33330 954482-2099 •• 0 ••• • • -.0 • , CFC1459964 ArspieliviNFhl irEsT REPORT DATE 4-.)-cg • - CONTACT: •• • • • •• ,••• •• ErrKEET AccitEstt.: al :4, t. 9t linu • • CITY, STATE:41UP: k: is-7/ FAX: LOCATION OF ASSEBBLY .'b 1+0, L 1 - TYPE OF DEVICE: RP #' D.C. / (I AIM (1 MANUFACTURER i1 . '1 )-Th MODEL: - SERIAL Pla: • I METER N0 INVOICE NO. PY- 7„. • UNE PRESSURE psi: I / T T CHECK VALVE 81 0 Leaked pq Closed Tight RELIEF VALVE Gauge Pressure aeatss Check Vahre 9 LI psi ['Cleaned Only REPLACED: R 0 Rubber Kit E 0 CV Assembly or A Disc 1 DO-Ring • fl Seat 8 flspiing 0 SbuniGuide O Retainer O Look Nuts 0 Other Opened at •=.) psi ODId Not open 0 Cleaned Only REPIACED: RubberKit 0 RV Assembly or O IlDisc Dlaphragm(s) O Seat 0 Spring 0 Guide O 0-Ring • 0 Other CHECK VALVE 82 O Leaked pq Closed Tight Gauge Pressure Across Check Valve PRES VACUUM BREAKER Air inlet opened at psi 0 Did Not Open Cheek Valve: Masked Held at 0 Cleaned Only REPLACED: � Rubber let- - - I) CV Assembly Or DElisc 0 0-Ring 0 Seat 0 SIMI* a Stein/Guido O Retalner 0 Lock Nuts 0 Other 0 Cleaned-Only REPLACETh I: Rubber Kit fl CV Assembly Wisc, CV 0 SPrbith Air 0 Spring, Air SPris9, CV 0 Retainer 0 0-Ring or F N A L Gauge Pressure Across Check Valve Psi Relief Valve Opened At Psi Gauge Pressure Across •• Air Inlet Psi Check Valve psi Cheek Vall-r4o 07— psi NOTE: ALL REPAIRWREPLACEMENTS SHALL BE COMPLETED WITHIN (10) DAYS. REMARKS • EXISTING DEVICE Ex NEW INSTALLATION 0 I HEREBY CERTIFY THAT THIS DATA IS ACCURATE AND REFLECTS THE PROPER OPERATION AND MAINTENANCE OF THE ASSEMBLY TEST GAUGE USED MIDWEST 830 CERTIFIED TESTING COMPANY Brothers Baoldhne Spa:haste PASSED 1 er X 0 2ND FAILED-REPAIR NEEDED 0 INITIAL TEST BY: JOHN A. KITTLE, 111 CERTIFIED TESTER NO. 1402807 REPAIRED BY: DATE/REPAIRED FINAL TEST BY: CERTIFIC TESTER NO.; CERTIFIED TESTER SIGNATURE EXP. DATE MO. DAY YR 19 07 TERMINIX The Nationwide Pest Control Experts The Terminix International Company, L.P. 505 NW 103rd Street Miami, Fl. 33150 Direct: 305/756 -5475 Fax: 305/759 -9474 • • • • • • • • •• • • •••• •• • • • • •••• • • Certificate of Completion;;;;• •• Subterranean Termites •••••' •��•'• • • •• • • • • •••• ••••.•• • • • • •••• • • • •• •• • ••• • • • • • •• Treatment Location: 448 NE 96th Street Miami, Fl. 33138 Product: Termidor Chemical: Fipronil Liner Ft: 300 Structure: Residential home Date of completion: 8/27/07 Treated by: Daniel Campbell #1B3939 Terminix International hereby confirms that the location mentioned above has received a complete treatment for subterranean termites in accordance to rules and regulations established by Florida Dept. of Agriculture and Consumer Services. Authorized Representative Terminix # JB3939 rtginal Treatment 0 Retreatment omplete Treatment Ft 0 Limited Treatm Id House Borers Manufacture itmire Micro - EPA# Powderpost Beetles Sow %•Applied 0 0.25% 09 %013 %016 %0 001% O 0.125%0 0.25% 0 0.05% 00.001% 06% ❑ 0.125% 0 0.06% ❑ 0.125% 010% 015% 0 0.5% 00.5% 00.25% •• pUn[ + =f ormulaf gn 24r° r= 9s•� ia4eros%+� * °i•• D*Dust 0 9a! g Emulsifiable Conc gr S uspendable Gone. y51 ladle uquld g� SP= Soluble Powder WG =Water Dispersible 9� .,Granules gal WP= Wettable Powder 100 -997 3125 -455 3125 -497 1.00 -1006 00.5 %'01% `02% CI 0.05% 00.1% 00.05% 00.1% 0 0.25% 0 0.5% ea ea ea gal gal gal gal Application 0 4 gaV10 linear feet/ft ❑ 2 gaV10 Itnear feet Rate 7rt gaV10 square ft ❑ 1.5 gaV10 square ft ❑ I ❑ Applied at less than Zabel rate ❑ Monitoring Stations only (no bait) Gas Engine ❑25 PSI or lass at O Hand Duster Areas Treated: ectric motor 0 50 PSI or Tess at nozzle Aerosol Injection iaphram Pump ❑ _PSI at pump ❑ Compressed Air Sprayer ID See Contract Graph <' ❑ Piston Pump ❑ Roller Pump ❑ _PSI at pump ❑ ❑ 0 In -Line Injection System ❑ See Attached Graph ❑ See Description Below Description f Areas Tirqtated ko (61 ex Li- �...0 rf /<c-K / 1 - £ 1 / / %i mew 1ew� A*45 ;,6c. .2.713 =5 • 'Pr', '1e dra1PC �rb mYpr kkee Key 131x 117 tie\t SJ07 PIP; The Tennlnbc International Company LP. omplete where applicable. TERMINIX CONTRACTOR'S NOTICE OF TERMITE PRE- TREATMENT inix inte • s to perform a soil pre -treat nt at ted - r 6.5'oef On (date). . 69- OS " -0' Product to be Applied: Prelude (EC) Permethrin at 0.5% ] Premise. 75 (SP) Irrndacloprid at 0.05% (a 06 l (Produ ame) At (time)`: •. • ..••.0. •aa0•a. . [ ] : Premise 0.5 (SC) - .iMrdacloptvi at 0.0i goy' Termidor..80.( G ) atQ:O6 %::••••• (Active Ingredient) It is the contractor's. responsibility respOnsibility to notify construction workers :and.other individuals: to leave the treatment area during application and to remain off the treated area until the termiticide is absorbed into the soil. Signa ' . :Contra Technician..' © 2002 Terminix International Co. LP. Key #31226 Rev 7/02 R/P 7/02. W r, Construction Superintendent, or similar responsible party.:. Date: �J•.r� - 2. COPY. - Branch Yellow Copy Responsible P Tt ISMOUSE HAS BEEN PROFESSIONALLY TREATED FOR iCONTROL. OF TE1ITES. 1 Fa For Information on any termite or other pest problem tali Teirminix. TRE,rTEB. t3' K .2050 h... 6195 RIP' Ina "+ n059519 Ir ^«Inn.l ^ "mnani, 1 IJATE WE E FLORIDA T: ENT OF HEALTH EWAGE TREAFMENT,AND, p $PQSAL am M ION INSPECTION AND 1=ttsfAL APPROVAL AGENT: PROPERTY ADDRESS: K 47 ME. i BLOCK: f.. _ SUBDIVISION: L C(#q 1 • S:11 .t CHECKED [XI "ITEMS ARE— ° NOT IN COMPLIA∎ICE., - WITH .STATUTE " OR PERMIT NO r ' DATE PAID: FEE PAID: R EIPT #' Q is %::"....3.1 3 PROPERTY.IO It ,1L3 f4 c 01 if O 7 s f;,• ♦• — — —••►• •-- • • RULE AND MUST ve: t tRREC • rett.• , • TANK INSTALLATION [01] TANK SIZE [1] 1 O[2] [02] TANK MATERIAL [03] OUTLET DEVICE [04] MULTI - CHAMBERED, N ] [05] OUTLET FILTER [06] LEGEND 70 j © 41. 141> C 3 [07] WATERTIGHT [08] LEVEL [09] DEPTH TO UD DRAINFIELD INSTALLATION 113',k 1 3 [10] [11 ] [12] [13] [14] [15] [16] [17] [18] [19] [20] [21] AREA [1] 77L [2] SQFTl DISTRIBUTION BOX HEADER V NUMBER OF DRAINUNES 6s DRAINLINE SEPARATION DRAINLINE SLOPE 0, c% g DEPTH OF COVER ELEVATION [ABOV SYSTEM LOCATION DOSING PUMPS AGGREGATE SIZE AGGREGATE EXCESSIVE FINES AGGREGATE DEPTH .O M _r • ff FILL / EXCAVATION MATERIAL [22] FILL AMOUNT [23] FILL TEXTURE [24] EXCAVATION DEPTH [25] AREA REPLACED [26] REPLACEMENT MATERIAL If ?2 EXPLANATION OF VIOLATIONS/ REMARKS: rt • • — • • ■ •••• •• ...• 0• SETBACKS •,, • :. • • '• - . • . •. .: , [ ] [27] SURFACE 1�VATf ► I • U.• [ ] [28] DITCHES •' .'s ." • • .: ET• • [ 1 [29] PRIVATE '- F'i'• [ ] [30] PUBLIC Wbf.LS..• • • i Fj'i PERMIT NUMBER: Permit tracking number assigned by CHD. APPLICANT: Property owner's full name. AGENT: Property owner's legally authorized representative. MAILING ADDRESS: P.O. Box or street mailing address for applicant or agent. - LOT, BLOCK, SUBDIVISION Lot, Block and Subdivision for lot or PROPERTY ID #: 27 character number for property. (property appraiser ID # or GIS location) COUNTY HEALTH DEPARTMENT CHECKS [X] ITEMS NOT IN COMPLIANCE WITH CONSTIaUCIION PEINI4AND STATUTE OR RULE. INFORMATION IS COMPLETED BY CHD ON FOLLOWING ITEMS: ••• • '• • • • • • • • • • •••• TANK SIZE (gallons) TANK MATERIAL (concrete, fiberglass, etc) OUTLET FILTER (manufacturer, make, model) LEGEND (manufacturer code) DRAINFIELD AREA (square feet) DISTRIBUTION BOX / HEADER (check box) NUMBER OF DRAINLINES (number installed) SYSTEM ELEVATION (in relation to BM) DOSING PUMPS (number installed) SETBACKS (record actual setbacks in ft) SETBACKS OTHER (as required) STABILIZATION (date stabilized) CONTRACTOR (contractor installing system) ADDITIONAL INFORMATION (as required) ABANDONMENT TANK PUMPED (date) TANK CRUSHED AND FILLED (date) EXPLANATION OF VIOLATIONS: CONSTRUCTION APPROVAL: AS BUILT INSTALLATION SKETCH • • • •••• •• • • • • • • • • •••• • •• • • •••• • • • • • •• •• •• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • - •• Record item number, explanation of violation, and required Circle approved or disapproved, CHD signature and date. FINAL APPROVAL: Circle approved or disapproved. CHD signature and date of approval. Final approval shall not be granted until the CHD has confirmed that building construction and lot grading are in substantial compliance with plans and specifications submitted with the permit application. ELEVATION WORKSHEET ELEVATION OF BENCHMARK OR REFERENCE POINT. EXISTING GROUND TOP OF AGGREGATE [ +] SHOT H.I. -H.I. H.I. H.1. [ -] SHOT [ -] SHOT [ -] SHOT ELEVATION - 0 Inspec Address Can Emeniai H nyiran eats s,..` .Florida 'De ° Department of Heath aml-Dade tCounty, Health Depart, .. OSTDS /Septic Tank Division '7769 NW 4gth St. suite 175 Miami, FL 33166 Date ,'i�' • •�i • ®' s• •• °SID #�� 4 • • • • • • • • • • • • •••••• • • d.1401cY4 to.us Oat la pram_ - Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING ' Permit No. RC 04 aOCO_ 991 PERMIT APPLICATION FEB 2 1 2007 Master Permit No. FBC 2004 Permit Type (circle): Building Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) W��a �� Phone # ' — 1S41— 9 060 Owner's Address i-161 t7 NE 102 --0' City d� +i1,il>D11<<i1 Slue State F L Tenant/Lessee Name zip 3313 Phone # 1\i/A Job Address (where the work is being done) LiLkS W '6t City Miami Shores Village County Miami -Dade Zip 33) D 1 FOLIO / PARCEL # 1l ''ZO (9 ' 01 - 0515 Is Building Historically Designated YES NO 3 4)S — "1°1°1— 1CC6 pcct1 Contractor's Company Name \\. (��'SAtQ�.t�o' ■CO • Phone # 3OS " �� -1-F1 e1 air' Contractor's Address 11Z-\ %ems &Al t w 0\r .a_ City 1oc \1r■ 1,,,1 V tAqeVZ State r-- Zip Qualifier Name Phone # 3 J)Li } Certificate of Competency No. NJ 44 State Certificate or Registration No. CCU C 05163( Architect/Engineer's Name (if applicable) IN- C f D 0-C- Phone # 3°1- 1S Ll ^ 1.531'-1 Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: ['Addition ['Alteration 121.1sTew • 0 ` Repair/Replace El Demolition Describe Work: 1-(`0V)e.� Submittal Fee $ Permit Fee $ 3 522' CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ — Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ CeS See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that.no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: APPLICATION APPROVED BY: Z 2 V/°7 Plans Examiner Engineer Zoning (Revised 02/08/06) FRANCISCO CUELLO JR., P.E., INC. Consulting Engineer 147 Alhambra Circle Suite 220 Coral Gables, FL 33134 Tel.: (305) 567 -0125 January 19, 2007 Miami Shores Building Department Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Attention: Mr. Claudio Grande, C.B.O. Reference: New Residence located at: 448 N.E. 96th Street Miami Shores, Florida Dear Mr. Grande, Fax: (305) 567 -0129 rE@MM Alt JAN 2 2007 B Y:.. This letter is to verify that this office has approved the use of 8" thick concrete ground floor slab reinforced with #5 bars spaced at 18" center to center in lieu of a 4" concrete ground slab reinforced with wire mesh. Should you have any questions, please call this office. Respec Franc! * f C ello,'Jr., P President FC/Imc/448 N.E. 96th Street .. ... • • • • • . • • . . • • • to I. • • • ... •.. . • • • • • . • • • • • • • • • • • 0 • • • • • • • • • • . . . . • .. . . ... 0 ... • • . ... • . • • ... • • • • ... • • • • • • 000 • • • • ..... • ... • .. .. • • • .. .. •.. • • • •.. • • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 1 Inspection Date: 01/29/2007 Inspector: Dacquisto, David Owner: CATE, WILLIAM Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments CONSTRUCTION OF A NEW SINGLE HOUSE FEB 0 5 2007 .19( Passed 6-1 Inspector Comments Failed Correction Needed Re- Inspection Fee O$75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, January 29, 2007 Page 1 of 1 0 0 N I Sketch Number. 1/19/2007 8: 38: 46 AM EST Q: \Proj \56627 ANDY HOWARD\dwg\56627. dwg SKETCH OF AS S89'58'55"E N.E. 96th STREET x2fj4('e (S1 Ay 5`1/4 wet elk S °Xr7S S89'58'55 "E 75.OQ< LOT 5 PO' Rebar 0.30' Found IP sr 23.4r 10.3 18.75' 0.12' 7.22' LOT 3 6.8 6.7 10.30' Concrete 10.27' Found Rebar 0/S 0.26' North • o Viido 4 58'12 "Et 75 °00' (-1IeY it. 6" LEGAL DESCR I PT I ON: OS 4441 sca" %iy Lot 3 and the East ? of Lot 4, Block 53 of MIAMI SHORES SECTION No. 2 according to the plat thereof as recorded in Plat Book 10 at Page 37 of the Public records of Miami —Dade County, Florida. Property Address: 448 NE 96th Street LOT 2 Found IP 0/S 0.31' North 0.3r — oundlP 0/S 0.12' North 0/S 0.10' East —lFound IP CERTIFIED TO: UILT SURVEY PROJECT LOCATION tSeeo ep P r/? lrCce {csoh med1 tpcf9d c copy Suruey MAY 0 8 2007 B Y: °riff;' SURVEYOR' S NOTES: THIS IS NOT A BOUNDARY SURVEY. LOCATION MAP Not to Scale rings are based on an assumed meridian r] St eet bears S 89°58'55" E. er, Crh scope of this survey is to show the l vations are referred to National Geo eai ,Sir based on Miami Dade County Benchmark Nail and Brass Washer located at Northeast corner NE 6th Avenue; Elevation:8. 11 feet. ne of NE 96th Andy and Lydia / 448 NE 96th Street, LLC; Suntrust Mortgage, Inc., ISAOA, ATIMA; , Martin Wasserman, P.A., Attorney's Title Insurance Fund. L tum (1 29). Elevations 03. R, The seine being a PK of intersection NE 96th Street i,s Building. e National Flood Insurance Rate Map of Florida, nel No 0093, Suffix J with and effective /revised e United States Department of Housing and Urban rein described Land to be situated within Zone X. ea is Under Construction. 00 QTFis sketch shown hereon in its graphic form is the record depiction of the ue rveyed lands described herein and will in no circumstances be supplanted in authority by any other graphic or digital format of this Survey. This map is intended to be displayed at a scale of 1"=30' or smaller. At the maximum intended displayed scale the survey and sketch's positional accuracy value occupies 1/20" on the display. SURVEYOR'S CERTIFICATE: No. Community No 12025C0093 Date of 3/2/94, published by Development, delineates the We hereby certify that to the best of our knowledge and belief this "AS —BUILT SURVEY" is true amt correct, based en our field survey dated January 19, 2007, and meets the thnimum Tecllrliao;l,Staaitrard Requirements for Specific Purpose Surveys as set. firth in Rule 1S1G1176 as adopted by the Florida Board of Professional Surveyors and. Mappers pursuant to Chapter 472.027 Florida Statutes. Thomas Brownell Executive Vice President Professional Land Surveyor #2891 State of Florida U J J 00 d 5 0 0 a U to to to to Scale: 1"=30' 0 m m 0 0 0 n 0 N I 00 ti z .4 N November 3, 2006 Miami Shores Village Building Department Trt 7'f 10050 N.E. 2nd Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 06 -947 Job Name: New SFR for Mr. & Mrs. Cate Page 1 of 2 Building Critique Sheet 2" REVIEW THE ITEMS BELOW ARE STILL PENDING FOR FINAL APPROVAL FOR PERMIT 1,6 Plans must be submitted to ! :. ': , XMiami -Dade County Planning & Zoning for payment of impact fees. Permit applications for Electrical, Mechanical, Plumbing, and Roofing shall have the name of the contracting firm. (Will be required at fmal approval of plans) 3. Energy Calcs are to be signed by Owner /Agent. pew e If /0 /0 b �1 Product Approvals submitted are to be reviewed and approved by the Architect/Designer of Record and the Product Approval Comparison Chart filled out with all the required information and submitted with the Product Approval package. 5. Provide 2 copies of the Proposed Elevation Certificate. 1 I ir I6) ,ot`C Ac . Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your re- submittal. Claudio qirde C.l`3(9 305- 795 -2204 eat. t 430 May 26, 2006 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 06 -947 Job Name: New SFR for Mr. & Mrs. Cate Page 1 of 2 Building Critique Sheet NOTE: ALL REFERENCES MADE TO R4400 ARE FROM THE 2004 FLORIDA BUILDING CODE, RESIDENTAL EDITION. 1. ' III , . '. , " • _ • OD • ; J, , Q�u (s•v Miami -Dade County Planning & Zoning for payment of impact fees. C 2. Permit applications for Electrical, Mechanical, Plumbing, an ' oofing shall have the name of the contracting firm. (Will be re ' uired at final ..proval of plans) j 1,4A 3. Provide Group and type of construction as required by FBC Chapter 3 and 500. Provide Inspector's signed by I speor who wll beP rform performing inspections on the Engineered Unit Masonry, Trusses, etc. (See attached form) 5. Provide Soil Boring Report from a Geotechnical Engineer. VA 6. Plans to specify soil treatment as required by R4409.13.5 & FBC 1816 & 2326.5. 7. Plans to show Wind Load Design Criteria as per R4403.9. Provide Prefab chimney listed equipment and manufacturer's specification including details on the plans for the hearth dimension and extension in compliance with section R1004.2 of the FBC, Residential edition. ■9. Provide Attic ventilation as required in R4409.13.3.2. 0. Plans to show Flat Roof Sections/Balcony: Deck slope min. 1/4 per ft., \() waterproofing, etc. Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your re- submittal. @audio Ocande C11k9 305- 795 -2204 eat. 1430 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 07/10/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY Permit Type: Residential Construction Inspection Type: Final PE Certification Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments CONSTRUCTION OF A NEW SINGLE HOUSE jUL i 3 2007 1/1_v?../- Passed Inspector Comments Special inspectors final certification letter OK, see attached. 7/10/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, July 10, 2007 Page 1 of 2 FRANCISCO CUELLO JR., P.E., INC. Consulting Engineer 147 Alhambra Circle Suite 220 Coral Gables, FL 33134 Tel.: (305) 567 -0125 June 25, 2007 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami, Florida 33138 Reference: New Residence at: 448 N.E. 96th Street Miami Shores, Florida Permit No.: RC -04 -06 -947 RECE JUL 1 0 2007 BY: /.91 • Fax: (305) 567 -0129 We, Francisco Cuello, Jr., P.E., Inc., having performed the required Special Inspector inspections for the following structural elements as applicable: • Foundations • Ground Floor Concrete Slab • Reinforced Masonry Walls • Concrete Beams • Roof and Second Floor Wood Framing • Truss Erection for Trusses over 35' -0° long or 6' -0" high. I hereby attest that, to the best of our knowledge, belief, and professional judgment, the above structural components are in substantial compliance with the approved plans and meet the intent of the Florida Building Code. Should you have any questions or need any additional information, please do not hesitate to contact me. Francisco Cu Jr., P.E. President FC /Imc/SI Letter 10050 N.E. 2nd Avenue VIE Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Flo ?f7 Job Name C g f e, Date 4 / /& %G 44g H( 9L STRUCTURAL CRITIQUE SHEET )16 C�ew� (0 Drt par ! ®/ C 4l c,r ., presepil pa c 2-o04 uses 45‘67- dZ <no/ 98). Suiv 5o;1s gepa, -/ 47 . Y 'e'a01 n J�s4co ,-ar �/ V 115'0e. `/ reefriole veh /ll4.he;n o�ei21!'nn5 /i'7 So,>r'{'r/ dcfad f 0,, S -&�, g &of ,S'jruef" fiec pv74.7 no/ hie Fa s /cne.c-/ � 7 byre 7 tact - / ovic/e 2" clef ranee - S,ee / C •Zoo¢ _.S'ec. Z//I// Tine / n e /414s/ ex /end e w a roi a join./ 'be, -e i/ dk 2' ajawe jLhe rOini where i/ hA.s lo' clearance /4/era 1/, o MC- 200 # fr' . 2! 11.1 S ow 0 a. / 'c. e chin surds ale vctPons De all C/5-4 does »f exis� Them/114747e adds/ /onal c®rr,m er4.s e# suhse glen/ re Vic A/5. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 11/02/2007 Inspector: Levrock, James Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Block: Contractor: MIAMI DADE WATER & SEWER DEPT Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060140575 Lot: Phone: (305)669 -7623 Building Department Comments INSTALL OF A2 -INCH DOMESTIC WATER SERVICE IN PUBLIC ROGHT OF WAY TAP MAIN RUN SERVICE LINE AND SET METER BOX SIDE WALK , Passed 4 ector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Thursday, November 1, 2007 Page 1 of 2 Miami Shores Village FEB 0 2 2001 Public Works Department Public W Perrnit Applica n FBC 2004 Peak Tyler WA Cwnrr. Non. (wee Tw.nwder) eAddress 10050 N.E. 2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 7952204 Fax: (305) 758.8972 Permit 910-1-20Z CON*003e4 ikaba kia u/ l `> LT._ Phan �� 'O1 I 5u) 5i , Lr vi f& sLr% City Type or vaov+C Describe Mau mes s Code , Enforstroutt $ Todd (Continued on VieraiL 0 Addition Alturetion 0 Nat � !'G-a 412 . -- - ' NNMI; M ...i..L11► ►711 - - Marl aW Phone 36a7-449— 49 ? � 73 Lime FeatiVe ar Wert 30 t L RepsteRsplace 0 a., w (00 Trelaboldliecellen F.. $ (P0 Radons r adult Rim Review L lealtesdely Ft s Z .,0 Bondipg Nprop 0'1 appoctthko Bonpirtp cars Atidtps3 A LI (5 ', sT A- 1(vdb4 ice: YOUR FAILURE T J: R:MORO A NOT NTH TO YOUR pRomptri. IF YOU JNTF TO A a Y a, YOUR' NOTICE OF MARY PUBLIC: My Gw€c'. MIAMI -DADE COUNTY ADA Coordination Agenda Coordination Animal Services Art in Public Places Audit and Management Services Aviation Building Building Code Compliance Business Development Capital Improvements Construction Coordination Citizens' Independent Transportation Trust Commission on Ethics and Public Trust Communications Community Action Agency Community & Economic Development Community Relations Consumer Services Corrections & Rehabilitation Cultural Affairs Elections Emergency Management Employee Relations Empowerment Trust Enterprise Technology Services Environmental Resources Management Fair Employment Practices Finance Fire Rescue General Services Administration Historic Preservation Homeless Trust Housing Agency Housing Finance Authority Human Services Independent Review Panel International Trade Consortium Juvenile Assessment Center Medical Examiner Metro -Miami Action Plan Metropolitan Planning Organization Park and Recreation Planning and Zoning Police Procurement Management Property Appraiser Public Library System Public Works Safe Neighborhood Parks Seaport Solid Waste Management Strategic Business Management Team Metro Transit Task Force on Urban Economic Revitalization Vizcaya Museum And Gardens Water & Sewer Miami -Dade Water and Sewer Department P. 0. Box 330316 • 3071 SW 38th Avenue Miami, Florida 33233 -0316 T 305 - 665 -7471 miamidade.gov 31- Jan -07 Miami Shores Village Building Department c/o Mr. Claudio Grande, CBO Building Official /Director 10050 NE 2 Avenue Miami Shores, FL 33138 -2382 Re: Water Service Installation for: 448 NE 96 ST AFA # 47 ER # 16086 Dear Mr. Grande: Transmitted herewith for your approval and permit is one (1) set of the permit application, two (2) sets of the water service installation referenced above and a check in the amount of $107.90 to cover permit fees. Upon approval and issuance of the permit, it is requested that you return to us one copy of the approved sketch and the original permit. If your approval and issuance of the permit has special restoration requirements, we will need to notify the customer of the additional charges involved with the installation. Please inform us if there will be special restoration requirements for this permit request. Should you have any questions regarding this matter, please advise. Sincerely, Victor M. Rodriguez Conveyance and Permits Unit vmrod01@miamidade.gov 305 - 669 -7623 MIAMI SHORES VILLAGE MIAMI -DADE COUNTY SEC. 6 -53-42 RIW RAN NEW 2" DOMESTIC SERVICE SET BOX AND SPACER LOCATE 5 FEET EAST OF WEST PROPERTY LINE • • ••• • • • ... .. .. • • • .. .. • ... • ..... • • • • • ... • • • • ...... • • .... • • • • • ... .... .... .. • • • • • .. ... • • .... ... .. ... .... ... • ... • • • • • • • • .. •.. .. . • • • • • • • • • ... .. -13' N.E. 96 STREET EXISTING 6" WATER MAIN MATERIAL TO BE FIELD VERIFIED w z w LC) z FEB IMgrgEWMI 0 8 2007 BY: C112°L SCALE: N.T.S. GENERAL NOTES 1.48 HOURS BEFORE DIGGING CALL SUNSHINE STATE ONE CALL AT 1-800-432-4770 2. LANE CLOSURES PER F.D.O.T. DESIGN STANDARD INDEX # 623. 3. PAVEMENT RESTORATION PER M.D.C.P.W.M. R -21.1. 4. SIDEWALK RESTORATION PER M.D.C.P.W.M. R -13.1. 5. MAINTAIN MIN. 30" COVER ON ALL SERVICE LINES. 6. DO NOT SET METER(S) AT THIS TIME. DRAWN: H.B. 1 DATE: 12/11/06 I CKD: NEW WATER SERVICE FOR 448 N.E. 96 STREET V.M.R. MIAMI - Dv "` WATER AN AFA -47 ER -16086 D SEWER DEPARTMENT 7 Jl Jl ▪ 200' 1200'1 eieaaB(9 a Less Than 200' a F Erect STOP Sign And install Removable Stop Bar Marking. Remove Or Cover Existing STOP Sign And Reinstall When Through Lane Reopened To Traffic. Jl J� a SYMBOLS Work Area Sign With 188 x188 ( Min.) Orange Flag And Type B Light e 03 Work Zone Sign o Advance Warning Arrow Panel r Stop Bar Type I Or Type II Barricade Or Vertical Panel Or Drum (With Steady Burning Light At Night Only). ( Tubular Markers May Be Used During Daylight Only. Cones May Be Used - SeelndexNo. 600.) Type I Or Type II Barricade Or Vertical Panel Or Drum ( with Flashing Ught At Night Only) 1. All vehicles, equipment. workers ( except flaggers) and their actNtties are restricted at all times at one side of the roadway. 2. Work operations shall be confined to either one lane or lane combinations as follows: (a) Outside travel lane; (b) Outstde auxiliary lane; (c) Outside travel lane and adjoining auxiliary lane; (d) Inside travel lane 4; (e) Inside auxiliary lane A; (f) Inside travel lane and adjoining auxiliary lane4 e See Sheet 2 of 2 If the work area Is confined to an auxiliary lane the work area shall be barricaded and the RIGHT ( LEFT) LANE CLOSED AHEAD signs replaced by ROAD WORK AHEAD signs, and the merge symbol signs eliminated. 3. For work operations of 60 minutes or less see index No. 612. END ROAD WORK When Other Construction Or 6otntenanae OperaNms Odour Within I Mlle, Sign To Be omitted And Signing To Be Coordinated In Accordance With Index No. Ego. END ROAD WORK r When Other Cans/rueNmr Or Maintenance Operations Occur Within I M1 /e. S1gn To Be Omitted And Signing To Be Coordinated in Amordance With Index No. Ego. Jl lr CONDITIONS WHERE ANY VEHICLE, EQUIPMENT, WORKERS OR THEIR ACTIVITIES ENCROACH ON THE PAVEMENT REQUIRING THE CI MIRE OF THE OUTSIDE TRAVEL LANE, AND /OR ADJOINING AUXIUARY LANE, FOR WORK AREA LESS THAN 200' FROM INTERSECTION, FOR A PERIOD OF MORE THAN 60 MINUTES. CONDITIONS WHERE ANY VEHICLE, EQUIPMENT, WORKERS OR THEIR ACTIVITIES ENCROACH ON THE PAVEMENT REQUIRING THE CLOSURE OF THE OUTSIDE TRAVEL LANE AND /OR ADJOINING AUXIUARY LANE. F0F AM AREA 200' OR MORE FROM INTERSECTIONAFOR A PERIOD OF MtRE 60 MINLA . • • •• • •• • • • • • • • •• • •••• • • •••• • • •• •• 4. When vehicles In a parking zone block the line of sight to TCZ• signs or when TCZ signs encroach on a normal pedestrian • walkway. the signs shall be post mounted and located In accordance with Index No. 17302. • • • •••• • • • • •••• •• • • • • •• • • • • • • • • • • TYPILAL• AAMUCATI&g • • • • • • • Utilifywoik • • 5. The first Iwo warning signs shall have an 180 8180 (min.) • • • Punt Ricks • • orange flag and a Type 8 light attached and operating at all times. Structure #•Jus1ments Mesh signs may be used for (Daylight Only) operations Type 8 Lights and Orange Flags are not required. 6. All signs shall be post mounted If the closure times exceeds 12 hours. 7. Dual signs are required for divided roadways. (Continued ) STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION TRAFFIC CONTROL THROUGH WORK Zp2S MULTILANE, TWO -WAY• URBAN DIVIDED OR UNDIVIDED DAY OR NIGHT OPERATIONS Ram. oat.. Approved ST p„IOwl ex [earn er [hooka! NO vde SAO R .nrayda.ito No. ..r @AN Rovlal.0 (NNW No. 1 I.E. No. WV 04 l of 2 623 t P a a OLLT I ra a FEREE 8 ICLOSED I� rLess Than.' 200' Jl J1_ J a LI END I ROAD WORK When Other Construction Or Maintenance Operations occur Within !Mile, Stan To Be Omitted And Signing To Be Coordinated In Accordance With index No. 600. cOn SYMBOLS Work Area Sign With 18" x 18" ( Min. ) Orange Flag And Type B Light Type I Or Type I! Barricade Or Vertical Panel Or Drum ( With Steady Burning Light At Night Only I. (Tubidar Marken May Be Used Durtng Daylight Only. Cones May Be Used -See Index Na 600.) Type I Or Type I! Barricade Or Vertical Panel Or Drum ( with Flashing Ltght At Night Only) Type If Barricade [p Work Zone Sign o Advance Warning Arrow Panel r 200' 200'Or More Work Area J I E 1 ROADN I WORK 111 When Other Conetrucilon Or liamtenence Opemttons 0oav Wtthtn !Mile, Slgn To Be Omitted And Starring To Be Coordinated In Accordance With index No. 670. GENERAL NOTES (CONT.) 8. Within the lateral transitions, the maximum spacing between cones and tubular markers shall be 25'. Maximum spacing between Type I or Type II barricades or vertical panels or damns stall be based on the speed limit as follows: 15'up to 25 MPH: 30' for 30 -40 MPH:50' for 45 MPH or greater. Spacing for devices parallel to the travel lanes shall be 25' centers for cones or tubular markers and 50'Centers for Type I or Type II barricades or vertical panels or drums for 250', thereafter cones or tubular markers at 50' centers and Type I or Type II barricades or vertical panels or drums at 100'centers. 9. Arrows denote direction of traffic only and do not reflect pavement markings. I0. Longitudinal dimensions are to be adjusted to fit field conditions. See Index No. 600. 8. For general TCZ requirements and additional information refer to Index No. 600. CONDITIONS WHERE ANY VEHICLE, EQUIPMENT, WORKERS OR THEIR ACTIVITIES ENCROACH ON THE PAVEMENT REQUIRING THE CLOSURE OF THE INSIDE TRAVEL LANE AND /OR ADJOINING AUXIUARY LANE, FOR WORK AREA LESS THAN 200' FROM INTERSECTION, FOR A PERIOD OF MORE THAN 60 MINUTES. CONDITIONS WHERE ANY VEHICLE, EQUIPMENT, WORKERS OR THEIR ACTIVITIES ENCROACH ON THE PAVEMENT REQUIRING Jjij CLOSURE OF THE INSIDE TRAVEL LAME AND,&R ADJOINING :rip. LANE, FOR CT"41ORRKF�A P • OF STORE 7HAN 64 TIIYUTEC. • • •• • •••• • • •••• • • • •••• • • • • •••• •• • • • • • • •• • •• •• • • • • • • • • • 7YPICAL•ArPPL7GATIONS" • • • • Utl/tly Wort • • • • • • • Pavemelit'ReaQaai • Stricture AdJlents • STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION TRAFFIC IX1YT101. 74000.:1 404 2ay05 MULTILANE. TWO -WAY• URBAN DIVIDED OR UNDIVIDED DAY OR NIGHT OPERATIONS Nantes Der.e APProred Sy Deigned By QIrGJ/.4 e99 Roed.$ -• alga engineer Dr..n By Cheated 9y y® R.,I.lan a 2 of 2 62 SMS[NO. I Iadez N.. am 3 L MIAMI -DADE WATER AND SEWER DEPARTMENT POOLED CASH ACCOUNT P.O. BOX 330316 MIAMI, FL 33233 -0316 Check Date: 01/23/2007 Vendor Name: MIAMI SHORES VILLAGE Check Number: 00333349 Payment Deductions Invoice Number Invoice Date Voucher ID Gross Amount Insp Gen Fee User Access Fee Discount Paid Amount PERMIT 16086 01/18/2007 DP24712 107.90 0.00 0.00 91_16 Ki E co S T. kf1 Lam- (teob% The attached check represents the amount due you as shown on our records. For additional information, contact (305) 665 -7471 0.00 107.90 Check Number Date Total Total Total Gross Amount Insp Gen Fee User Access Fee Total Discount Total Paid Amount 00333349 01/23/2007 $107.90 $0.00 $0.00 $0.00 $107.90 • • • • Inspection Worksheet Miami Shores Village ,Rcoo 10050 N.E. 2nd Avenue Miami Shores, FL & •••-i Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 11/06/2007 Inspector: Levrock, James Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: TECO PEOPLES GAS SYSTEM Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)957 -3857 Building Department Comments NEW 3/4" PLASTIC GAS SERVICE FROM LOCATED IN THE NORTH R/W OF NEW96 GAS MAIN ST TO 448 ®6 6 Passed Insp c'` t •''Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, November 5, 2007 Page 2of2 i5-77 G 7 1 :', ' AUG 1 0 7007 BY:- Q�oSPnl/ Miami- Shores Village Public Works Department Public Works Permit Application FBC 2004 GAS Permit Type: WATER 10050 N.E. 2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (30 748972 os � ,�c Qjn1 ) 4141 An Owner's Name (Fee Simple Titleholder) ;A N V '( Owner's Address l u g s City State Phone d: Tenant/Lessee Name Phone g; Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated: YES 4$ N& ci% st Pernik No.- -1 _11 %9 ,% 7gc 7O 5' Contractors Company Name County Mimi Dade NO Contractors Address 1 . L / c� V,' � V V`C Phoned: City (IA state 'Ft ArchitecUEngineer's Name Of appt ) $ Value of Work For this Permit Type of Woric Describe Work 660 ❑(�Ad�diis,. NI- TER ' / 't" [ +t _ Phone $: !Meat Footage Of -►sb'tC W& d S QAlteration 74 New ❑ Repair/Replace • /l 2' �] Denafifion derrriWAVAVRAIVIIMIPIINAINEWOMLITAVAIMIWriliiiiIIMINILIIIMPAY . P3fii.i; • gat Submfftai Fr Notary $ Scanning $ Code Enforcement $ Total Fee Now Due $ (Continued on opposite side) c•00 a •n 61 A it_ iV' Y. 11.,1,_0 Fee iV .a`iF $ TrainbrglEducation Fee $ V ' •P•O Technology Fee $ 01.;te) • 2A, Radon $ ° Structural Plan Review $ COICC .9-5n ct) SEP 13 7007 CK Sc MIAMI SHORES VILLAGE Bonding Company's Name Of applicable) Bonding Co.ipany's Address City State N/A Mortgage Lenders Name (if applicable) N/A Mortgage Lenders Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC .... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant As a condition to this issuance of a Public Works permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject 63 attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature The foregoing instrum t was acknowledged before me this \ ��j' The foregoing instrument was acknowledged before me this day of ; V (9 (� by I \ .co��Ja' tfl;y of G coS \ , 2a�l by S'LS rsonally known to me - who has produced personatiy know or has produced as identification and who did take an oath. as identification and who did take an oath. NOTARY PU Sign: Print: UC: ta• " "r '''+�.,�r LUIS MONTERO - Sign: • , �' '' `-Rotary Public - State of Florida ' + Commisslon Expkes Feb 2, 2010 r Print `, Comn�lon / DD 513850 �+ Hind ` Bonded By National Notary 1 �. ♦ _ Assn. • My Commission Expires; T ' Y PUBUC: _ ..Nluuga My Commission Exp- RO A No Public • State Ftorkia Feof b 2, 2010 • 4,9"" s Bonded By National otarySAssn. APPLICATION APPROVED BY: 11/172005 Public Works Director or his designee. N E 4TH A V E N U E •• •• • • • a• .1 •1• • • • • •••• • • • • ••• • • • • • • • • • • • • • • • • • ••• • • • • ••• - `-�, • • • • 0 ••• L , ; • • • • •• • • • 0 �.._...� I • • • • • •••• • •• ••• Alb 1020R •• • • • •• ••• .. B Y: 4) • • • • • • • • • ••••• • • ••• •• 2" PLASTIC SIDEWALK N, R/W WALE CRASS n I MEDIAN WALL CONSRUCTION NOTES: T I SWALE GRASS IO SIDEWALK N 1. ALL GAS PIPELINE CONSTRUCTION TO FOLLOW TECO PEOPLES CAS STANDARDS. 2. TRAFFIC CONTROL SHOULD BS MAINTAINED AND COORDINATED WITH THE APPRORIATE GOVERNMENTAL AGENCY. 3. ALL DISTRUBSD ASPHALT /CONCRETE /SOD AREAS TO BE RESTORED TO PRIOR CONDITION, UNLESS OTHERWISE SPECIFIED. INEW 3/4" PLASTIC (448) NEW RISER 48 HOURS BEFORE DIGGING CALL SUNSHINE 1- 800 -432 -4770 ATLAS M 14 SCALE: NTS DRAWN BY: LM 448 NE 96 STREET. MIAMI SHORES, FL DATE: 8/8/07 EW 3/4" PLASTIC SHEET: 1/1 JO: 18006 99"" 9 471 6 f73 7 71( 6 !77 s 41t 0 441 3 . 483 n• 1 41s 0s I i1 34-4.7 616 /6 614 /7 • bia /6 l,10 /9 10 804 LI 604 ti got 13 AY • 9e H 3-74 S0I 9 41( 6 6c3 _ 7 -I/41 6 j'ol $ 1007 03 60s 403 t Got I ;► 35 - -$ f 344 I6 364, /7 34 I6 370 /9 372 Z0 374 2/ 376 tt 378 23 ZS- -31 t` / sTHEET $I .. 3° - Z�w - .. 9 .06_ .. 3Z� .. .. € 1 s• =Z • ru1 2 37 033 17 bit 10 017 :/ 016 a •15 13 •r• T:J eV" / s T 6 #/t ,/•M _ // 001 - .. /e ow/ • - .. 9 .06_ .• • 004_ .. i ol - .. • `g"01414. - .. s ?991 .. 4 9.17 149*' , I. X 3 , - •.• a 443 .1A\ ot / Ls 11-44 4»' • • • • • • . • • • • • • • at • •• • ••• • • • • • • • • • • • •• • • • • ••• • • • • • • ••0 • • • • • •00 • • • • • • • • •_• • ••• • • • •• •• • • • •• Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Date: 10/29/2007 Inspector: Devaney, Michael Owner: HOWARD, ANDY Job Address: 448 96 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Contractor: KILBY ELECTRIC CO • q Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Alarm Block: Phone Number (305)799-7095 Parcel Number 1132060140575 Lot: Phone: (305)233-2965 Building Department Comments SECURITY ALARM acw a 0 sol Passed Inspector Comments cc 1/1019 ,7CY Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid. until Friday, October 26, 2007 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 X7777) MAY 3 0 2007 16.1� BY:.%1'l�- BUILDING 05 S1 1 Permit No. - } PERMIT APPLICATION � Master Permit No. -oy o6 -9qy FBC 2004 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) qq4 Are- f0 '4,, free { / C. Owner's Address I") 7- (138ae ikects j» y4 City /110 Lay ()illy(' State Fe Tenant/Lessee Name N/A- E-MAIL: Phone # 3as- 759 -70f1 zip 331(1/- (1009. Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # /1— 3 2O6 - 0,"! - 05-71' Is Building Historically Designated YES NO %/v$ ,y e • 96 �4 County Miami -Dade S/ree 71. Contractor's Company Name )t Contractor's Address CitY-4fra t f' Qualifier Name 3 wleS State Certificate or Registration No. ez 006,206 E -MAIL: Zip 33'/3 1/4 �Jec7ft c C_U Z v lcJ � ''`4 'Z / 9 ,luesue 3GT-�33- -2-f6r o'4! Phone # 3 o s- 669-20/2_, c e/! State Fe- Zip 3 345") Architect /Engineer's Name (if applicable) Phone # 3os- 609 -2cY2. (el/) Certificate of Competency No. Value of Work For this Permit $ 5---aoa Type of Work: ❑ Additioon Describe Work: 4 /Q ryvl Phone # Square / Linear Footage Of Work: Alteration Slew Seca r +ri l y ❑ Repair /Replace ['Demolition Submittal Fee $ Notary $ Training /Education Fee $ Scanning $ a _ Radon $ Bond $ Code Enforcement $ **** *****vr*xoY*eF**********eF**********Feesxxxx *x*****xic xx *xx xxxxx Permit Fee $ /3-0, DPBR $ CCF$ 1 * ***** * ** * * * * * ** * ** CO /CC Technology Fee $ 510 Zoning $ Double Fee $ Structural Review. $ Total Fee Now Due $16-15 See Reverse side -� MAY I PAID Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. l understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signaturep ' -- Owner or Agent Contractor The foregoing instrument was acknowledged before me this 30 The fo going instrument was acknowledged before me this .14 day of,/�/JG , 20001, by „lid( Apia/," , day of -�% . , 20 07, by �R me S "ge-tr t/ Cwke .is personally known me or who has produced personally known to me r who has produced as identification and who did take an oath. As identification and who did take an oath NOTARY PUBLIC: Sign: Print: My Commission Expires: **x *** * * *** *xxxxxx xx * * ** * *** ** * ** *x NOTARY PUBLIC: �o�, S) -o 040,00- e� 04*,;' �IQan�r ' x** x*** xxxxxx **x*xxxxxx *xx* * *** ****xxx Sign: Print: APPLICATION APPROVED BY.. (Revised 02/08/06) My Commissio �!'ti��FJfii I'2 Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 11/01/2007 Inspector: Devaney, Michael Owner: HOWARD, ANDY Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Block: Contractor: KILBY ELECTRIC CO Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Temp for Test Phone Number (305)799 -7095 Parcel Number 1132060140575 Lot: Phone: (305)233 -2965 Building Department Comments Wednesday, October 31, 2007 Page 2 of 2 NOV 0 2 2001 Passed Inspector Comments CC ti›," / II/Cifr/177'S.- P , ...Y-- iiivr/ P/ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Wednesday, October 31, 2007 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 la OCT 3 I 2007, BY: .&(-/"--- Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. 7 `at, `2 PERMIT APPLICATION Master Permit No. RC-0Y 66-PV 7 FBC 2004 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) And( 4-.✓arci Phone # 3 oS -7?9- 7 e P-r" Owner's Address C,q8 Otte 0 Weft./ City ..../Perottt' .Smart i State PL Zip 33/.3g Tenant/Lessee Name 54,att �t(`�- L L Phone # ✓' rr .e, E -MAIL: a A ar �ar..i ® 0 t /' it, A C 4 a."e 7 Job Address (where the work is being done) VO Ale- 9g f'- (5'Cer4 City Miami Shores Village County Miami -Dade Zip 3.3/3g FOLIO / PARCEL # Is Building Historically Designated YES NO / Contractor's Company Name k/)/ 4,'t/'c co. Phone # 365=2-33- 2 gf ' J Contractor's Address 10 7 2 6 5. Ct) . /O 17 --fa eat e Q City,/f/%!4 et1 / State L Zip 3 3/51 Qualifier Name Sant el #oivard Phone # 303= 66?-?-0/1- State Certificate or Registration No. ,et (,7C i e2 C' 6V E -MAIL: Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: ['Addition ['Alteration ❑New 0 Repair /Replace ❑ Demolition Describe Work: keel, -- 6 '4c 1v . Se, ' c 36 L yS % Wt,Der4 / For- Tes 74. **** ** wSr** www..*****.*** nt* w**** wwwwwFees....' 6.**w'°''°'° x'°' ti'°x x'°'° x' '°x &'4'tix'°'ti'F ****'4'°*''e*** Submittal Fee $.. Permit Fee $ /Q0- CCF $ 0 °� CO /CC Notary $ 5'00 Training /Education Fee $ , Technology Fee $ 2 °SO Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 11 . Uo See Reverse side -+ Bonding Company's Name (if applicable) /V ji- Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will`be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant muse promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this 3 / The foregoing instrument was acknowledged before me this 3/ day of ad 71 , 20 D%, by �JGt obi/ Aafri� , day of (;)C -7 , 20 07, by Lknt�- Amu q for , who is personally known to me or who has produced who is personally known to me or who has produced /VAr4 As identification and who did take an oath. as identification and who did take an oath. NOTARY UB IC: NOTARY PUBLIC: Sign: Print: My Co mission Expires: x***** *********** *** xxx Sign: a. TARY PUBLIC.STATE OF FLORIDA Print: ECommission #DD6A79 1t 70 My Com Y N�t�my i�n DW3� Q 5 ,.pres: JULY 13, 2 'p„ ,�' `r. d: x9exxie �: ' •"` - - ; �ge,PMalIF x1t+:0,tRTlXxxxxxxxx xx,Y •,..n�`` WWW.AARONNOTARY.cem APPLICATION APPROVED B /+ ' i'ipprior� Plans Examiner Engineer Zoning (Revised 02/08/06) BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE (3081 795-2204 FAX (305) 756-6972 AFFIDAVIT FOR 30 DAY TEMPORARY ELECTRIC SERVICE (To be emoted by Owner and/or Tenant, &Ming de Electrical Contractor) 1 NOTE: ELECTRIC SERVICE WILL BE DISCONNECTED "WITHOUT NOTICE" UPON 30 DAY TERMINATION UNLESS APPLICATION IS RENEWED It is understood that the temporary - electrical approval by the Miami Shores Village, Building d~ Zoning Department given in connection with the building being constructed under. Building Permit No. Re-0 9°.-6 6 ° ? l Electrical Permit No. E at address: for owners: « 'f 9 / Y E 96" 5 r e z,a/q i%GP� is being given only for construction purposes or fbr testing the following installations being made in said structure: Flee 71y4'ca,f �em Sub- paragraph 4501.3 (d) (3) of the South Florida Building Code provides for a 30 day maximum approval only in an URGENT NECESSITY for electric current exists. Necessity shall include the use of current for irrigation, security, humidity control, emergency power and lighting, such as for testing or construction purposes, provided the Electrical Contractor and owner do hereby agree to assume the responsibility of maintaining the installation in such a manner that there is no hazard to life and property. Such approval is in no event to be considered a release of said structure for purposes of use and occupancy, and no occupancy shall be granted or permitted until final inspections have been called fbr and approved by the inspection divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary- electric approval is subject to rescission and cancellation, and electric power can be cut off at the discretion of the Building and Zoning Department and will be disconnected if the building concerned is occupied before final inspections are approved and occupancy permit obtained. A#1.1 �J� / , being lust duly sworn, depose and s y that I am the owner of the above described property, and that I agree that the structure covered in this agreement shall not be occupied until the building contractor has ob1'+ approval of final inspections - 1 Sworn and subscribed before me this day of OC 7 7 Notary Public, State of Florida at Large My Commission Expires: Page 1 of 2 AR C -STATE OF AMA Mabel Vargas = Expires: Commission #D0679170 JULY13,2011 BONDED CBONDINGCO.,Me BONDED xaxiJ ax�'� 30 DAY TEMPORARY-ELECTRIC IC SERVICE (continue) I, James - own /'d , being first duly sworn, depose and say that I am the Electrical Contractor for the above described property and that the electrical installations as now existing will not create a safety hazard if temporary - service is s nnected. Sworn and subscribed before me this 3 / day of OG71 Notary Public, State of Florida at Large My commission expires: SIGNA CAL CONTRACTOR SIGNA OF NOTARY PUBLIC ° Y 11 /,:se Andy G. Howard 4� '' cCommission #DD431205 Via`; Expires: MAY 19, 2009 www,A4apaNaTnatsom %flA/QrC/ , being first duly sworn, depose and said that I am the Building Contractor of the above described property and that I will not permit occupancy of this building until final division obtained and that I have the authority insofar as the owner of said property is concerned to prohibit occupancy until such final inspections are ob r: ' e d. Sworn and subscribed before me this 3 day of , 2c7 Notary Public, State of Florida at Large My Commission Expires: ATURE 0 LECTRIC : PECTOR Date: 7 /e/ 0— Page 2 of 2 OF BUILDING CONTRACTOR SI' l ATURE OF NOT :LIC' NOTARY PUB°. IC -STA ? RIDA ,,,,°',,, Mabel `: Commission #DD679170 $,,„,..,„/ ires: JULY .13 2011 mT EUP CBONDINGCOI BONDED TIM ATI.hN'I7 Release to FLORIDA POWER Si LIGHT C��" 7 9"2— t� Date: To: (name) /Lt Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Telt3t E$I 0756.8972 BUILDING NOV 0 6 2000 Ili Permit No. tje'7. -1Z.� PERMIT APPLICATION BY: YOK14. Master Permit No. kC- ¥96- Q4'r% FBC 2004 Permit Type (circle): Building ` Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) 'IM Phone # Owner's Address City State Zip Tenant/Lessee Name Phone # Job Address (where the work is being done) qq t 96'4 Sif,ee71 City Miami Shores Village County . Miami -Dade Zip FOLIO / PARCEL it //- 320‘) O /q — O$75-' Is Building Historically Designated YES NO %e Contractor's Company Name 4lt'$V Contractor's Addres 77,26) ) ( 1 1 0 7 ll �V , j City Qualifier Name State 33/38 Phone # *� o2 3 27t Q Zip 3.?/57 Phone # S State Certificate or Registration No. Certificate of Competency No. ArchitectlVegin Name .,(if .applicable) Value of Work For this Permit $ Type of Work: DAddition DAlteration Describe Work: % _ n1 Phone # Square / Linear Footage Of Work: ['New ❑ Repair/Replace / ■ Demolition cXISe' 0046 /rite ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees**************** * * * * * * ** * *_,�* * ** * * * ** * * * * * * * ** Submittal Fee $ Permit Fee $4 / ®G' r d.� t CCF $ 1 tom' CO /CC Notary $ Training/Education Fee $ ' ZCj Technology Fee $ Z. ° SO Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ f �, Structural Review. $ Total Fee Now Due $ L 0t0 - See Reverse side -� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortg e,,de's Name (ifapplicable) 4 � � �• as Mortgpswiioindet's Xatiress, 4, ; -- City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit mot be secured foaLECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS ancT !CON N ItS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signatur Owner or Agent `� The foregoing instrument was acknowledged before me this `J 4 day of ®C1, , 20 06,, by W( /%4vi Ca is person y r who-Itas-pr4adcreett As identification and who did take an oath. NOTARY PUBLIC: 44.7.2, Andy G. Howard ?• wommisfres.sion#yoo419312o5 Sign: �, 2009 Print: ....Aid/ www.AARoNNeuncom My Commission Expires: /gay /Q! 200? APPLICATION APPROVED BY: (Revised 02/08/06) afavi/ Contractor The foregoing instrument was acknowledged before me this / day of 0c , ,occ, wh persona y knoiane or who has produced �entif 16 Z e tgry Public - State of Florida aavnialonErnesNor4, 2008 Commissio # DD 369409 My Commission Expires: Engineer Zoning AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS B. OBTAINED,' THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS.) PLUMBING MECHANICAL ITEM BATH TLS UNIT FEE ITEM SWITCH CUTLETS UNIT 15° FEE ITEM SPACE HEATERS UNIT FEE 3IDET LIGHT CURETS 9® CENTRAL HEATING 31SHWASHER RECEPTACLES 01 A/C (WIND) )ISPOSAL SERVICE TEMPORARY A/C (CENTRAL) )RINKING FOUNTAIN .SERVICE SIZE IN AMPS al l4 DUCT WORK FLOOR MAIN SERVICE REPAIR/METER CHANGE REFRIGERATION GREASE TRAP APPLIANCE CURETS PROCESS AND PRESS PIPING INTERCEPTOR RANGE TGP UNDERGROUND TANKS LAVATORY OVEN ABOVE GROUND TANKS LAUNDRY TRAY WATER HEATER U.F. PRESSURE VESSELS CLOTHES WASHER MOTORS 0- 1 HP CP STEAM BOILERS SHOWER MOTORS OVER 1- 3 HP HOT WATER BOILERS SINK, POT /3 COMP. MOTORS OVER 3- 5 hP MECHANICAL VENTILATION SINK, RESIDENCE MOTORS OVER 5- 8 FP TRANSPORTING ASSEMBLIES SINK, SLOP MOTORS OVER 8- 10 HD ELEVATORS/ESCALATORS TEMPORARY WATER CLOSET MOTORS OVER 10- 25 HP FIRE SPRINKLER SYSTEMS URINAL MOTORS OVER 2E -•100 HP COOLING TOWERS WATER CLOSET MOTORS OVER 1O0 FP VIOLATION INDIRECT WASTES A/C WINDOW REI1NSF;ECTION WATER SUPPLY TO: AIR CONDITIONERS A/C UNIT STRIP HEATER FIRE SPRINKLER 'HEATER GENERATORS TRANSFORMERS -NEW INST. GENERATORS TRANSFORMERS HEATER - REPLACE GENERATORS TRANSFORMERS LAWN SPRINKLER -WELL SPECIAL PURPOSE SWIWING POOL OUTLETS COIAERCIAL WATER SERVICE SIGN TUBES SEWER CONNECTIONS *.SIGN TRANSFORMERS UTILITY -SEWER SIGN TIME CLOCK UTILITY -WATER FIXTLRES SEPTIC TANK ANTENNA 1 RELAY TELEVISION OUTLETS DRAINFIELD, 4" TILE/RES. VIOLATION PUMP & ABANDON SEPTIC TANK REINSPECTION SOAKAGE PIT CU. FT. CATCH BASIN DISCHARGE WELL DOMESTIC WELL AREA DRAIN TOOK INLET 10LAR WATER HEATER 'IRE STANDPIPE 'OOL PIPING .AWN SPRINKLER SYSTEkk AS RANGE ETER SET (GAS) 4 :AS PIPING rC lanning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. DS -5 -07 -937 Issue Date: Not Issued Expires:Not Issued Folio Number:1132060140575 Owner's Name: WILLIAM CATE Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Owner's Phone: Total Square Feet: Total Job Valuation: 400 $ 3,000.00 Planning and Zoning Criteria and Comments Approved: Yes Comments: Date Approved: 5/10/2007 : Yes DRIVEWAY CAN NOT EXCEED 12 FEET IN WIDTH AT THE REAR LOT LINE. 5/10/07 AMENDED SITE PLAN APPROVED. (xinio-iljt)\ And _ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING mil Mc PERMIT APPLICATION Fsc 2004 Permit No MAY 0 8 2001 iii B Y: W--^ .001-13-7 Master Permit Nd,,_r Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) 'yh N6- 9 5 'e'e [,c.ePhone # 365-- 799 f-� Owner's Address r7 ``7 �'��- / .�04 Y4P� Dt iV e City /Y0i`,M y L' /lye State , zip 33/c/® Tenant/Lessee Name/ / .%t45 , �Ol4Qrc/ Phone # 3057-799-70r r Job Address (where the work is being done) $ �ff6 96' Slice e7'� Zip 3 3/3 City Miami Shores Village County Miami-Dade FOLIO / PARCEL # //3 2- 0 6 ® - o / - `T DS9,- Is Building Historically Designated YES NO Contractor's Company Name �4A (&s7rarC)�e v 1 (,CJ •. Phone # J� 0 �` PT /' �Q ?r Contractor's. Address r% rJ ).. ( /geqc e O c.sv j , t`,1-e Cityll0 /gay Ville p f state d zip 331411 Qualifier Name �/1O f at 7 ? , 4 kA.1O % Q� Phone # 365 779 Par- State Certificate or Registration No. (1 i ( 05-7 63 Certificate of Competency No. Architect/Engineer's Name (if applicable) /(l Phone # Value of Work For this Permit $ 3006 Square / Linear Footage Of Work: ❑ Type of Work: ❑Addition ['Alteration Describe Work: % ( I V Wa q t/ers 5/h N%Ql Repair/Replace ❑ Demolition ,s *1 Submittal Fee $ Permit Fee $ Notary $ Training/Education Fee $ Scanning $ ') Radon $ 1 *F ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DPBR $ CCF $ 1.80 coicc Technology Fee $ 1-761, 5./5 Zoning $ Bond $ 500 Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ S 4 A1d a_15. mty (.)E See Reverse side -� Bonding Company's Name (if applicable) /V/e, Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) e(/ Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that.no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature / % P Signature Contractor The foregoing instrument was acknowledged before me this day of 20 d% by „.0076dO d , day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: Owner or Agent ap The foregoing instrument was acknowledged before me this it fC NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02108/06) My Commission Expires: Plans Examiner l Engineer /:; Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 gspeotl .h11:44, Inspection Date: 10/24/2007 Inspector: Grande, Claudio Owner: OR OWNERS, CURRENT OCCUPANT Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: AGH CONSTRUCTION COMPANY Permit Type: Driveways /Sidewalks /Slabs Inspection Type: Final Work Classification: New Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)799 -7095 Building Department Comments DRIVEWAY PAVERS, FRONT YARD AND SIDE WALK. kto Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, October 23, 2007 Page 2of2 Inspection Worksheet Miami Shores Village ge) 10050 N.E. 2nd Avenue Miami Shores, FL 9 den Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -50807 Pe Number PL- 5-07 - ? 107 Inspection Date: 08102/2007 Inspector: Levrock, James Owner: HOWARD, ANDY Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: CONDE PLUMBING Block: Permit Type: Plumbing - Residential Inspection Type: HRS Approval Work Classification: Septic Phone Number (305)799 -7095 Parcel Number 1132060140575 Lot: Phone: (954)923 -2346 Thursday, August 2, 2007 Page 2 of 2 AL16 ®6 2007 Passed -, j • , r Comments . see HRS doc fir` Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Thursday, August 2, 2007 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Vee Inspection Date: 10/24/2007 Inspector: Levrock, James Owner: HOWARD, ANDY Job Address: 448 96 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Contractor: CONDE PLUMBING Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Septic Block: Phone Number (305)799-7095 Parcel Number 1132060140575 Lot: Phone: (954)923-2346 Building Department Comments A■ A AMINIS ••••P■ MN 6 01 Comments Passed Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled until re-inspection fee is paid . Tuesday, October 23, 2007 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 CZO Inspection Date: 10/24/2007 Inspector: Levrock, James Owner: HOWARD, ANDY Job Address: 448 96 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Contractor: CONDE PLUMBING Permit Type: Plumbing - Residential et. Block: Inspection Type: Final Work Classification: Septic Phone Number (305)799-7095 Parcel Number 1132060140575 Lot: Phone: (954)923-2346 Building Department Comments Tuesday, October 23, 2007 Page 1 of 2 el, 1 Passed s. ..., r • omments Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Tuesday, October 23, 2007 Page 1 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING OSFO1 " Permit No. \A--- '1 I\ PERMIT APPLICATION b Master Permit No. ,QC -oy o(o- 4N 7 MAY 3O,2A07 BY: FBC 2004 Permit Type: Plumbing / /, Owner's Name (Fee Simple Titleholder) 4/41% Nera FS S7',9?% IC Phone # ,305- 79 �' �O� Owner's Address 7 A. [ /gerrc 1/1C-w Ot `i(e City, i3ay UeIlo1e State Fe-- Zip 33/'//- `/Oc)7 Tenant/Lessee Name lfAl- Phone # E -MAIL: — Job Address (where the work is being done) qqg NI- 96 S s Shee City Miami Shores Village County Miami -Dade Zip 3343 g FOLIO / PARCEL # 113 Z Q (p 6 / e-(0.5"75-- Is Building Historically Designated YES NO )C. Contractor's Company Name COiUdP P` cl kt Zi Phone # 3UtS - 2.16-1,27 6 Contractor's Address ,Z�,2..7 C/e YP AM, 54 pe" City /!e)/ /y JOJc/ State PC- Zip 3302c) Qualifier Name / 96 4e riic) d 6 e Jr Phone # 3CA =N6 wi z y,6 State Certificate or Registration No. c2 FC Certificate of Competency No. E -MAIL: Architect /Engineer's Name (if applicable) 4 14/(1/( 40ry /e. Phone # �- 190 Value of Work For this Permit $ 47;06)6 Square / Linear Foota a Of Work: Type of Work: ['Addition ❑Alteration �' ew 0 Repair /Replace Describe Work: /1'XVc,)) 6-9:9 �i c �CIK,� e 1 q i_' c ca, L 1) ,. * * * * * * * * * ** * * * * * * ** * * * * * * * ** x * * * * ** Fees * * * * * * * * * * *** ** * * * * * ** * * *** ****** * * * * ** * * ** Submittal Fee $ Permit Fee $ r 750 CCF $ 9 40 CO /CC Notary $ . Training /Education Fee $ 0 b0 Technology Fee $ -15 Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ C" Structural Review. $ Total Fee Now Due $ Sri '9� T See Reverse side 'f AY 31PAID Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: ,4s a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection, fee will be charged. Signature Owner or Agent The foregoing instrument was acknowled ed before me this day of 4/f G , 20 07, by /dtt /fr/( /adB who i ersonall known to me r who ras r Y produced As identification and who did take an oat NOTARY PUBLIC: Sign: Print: My Commission Expires: Signature Contractor The foregoing instrument was acknowledged before me this 2-9 day of flay , 2007 , by /efier% (tc % lT�• , o is personally known to me r who has produced as identification and who did take an oath. NOTARY PUBLIC: o , Andy G. Howard =? ". :Commission #DD431205 . I' Expires: MAY 19, 2009 ,, of O�p` ou WWW` t ONN�TARY.com �N Ana Sign: Print: My Commission Expires; ************************* * * * * * * * * * * * * * * * ** * * * * * * * ** * * * ** APPLICATION APPROVED BY: (Revised 02/08/06) g/67 Plans Examiner Engineer Zoning l STATE OF FLORIDA CENTRAX #: 13 -SG -30538 • "' • • • • • • • DATE PAID: • DEPARTMENT OF HEALTH •• •• • • • •• •• • ONSITE SEWAGE TREATMENT AND DIiPbS•.L:SY$"Trn • : : FEE PAID : $ CONSTRUCTION PERMIT • • ••• • • : : •;• RECEIPT : CONSTRUCTION PERMIT FOR: [ X ]New System [ ]Existing System [ ]Repair [ ]Abandonment APPLICANT: Cate, Denise & William PROPERTY STREET ADDRESS: 448 NE 96 St LOT: 3 BLOCK: 53 • ••• ••• • • • • . . • . • • • • • • • • • • • • • • • • • ]Holding Tank' [ • •] Innovative Other ]Temporary [ NA ] OSTDSNBR : • ••• • • • .• • • • •• ••• • • • . • • • • AGENT: • pvR = • • • • • •• • • • • • • • • • •• • • • • • ••• Miami Shores FL 33138 SUBDIVISION: Miami Shores Sec 2 [Section /Township /Range /Parcel No.] [OR TAX ID NUMBER] PROPERTY ID #: 11- 3206 -014 -0575 • • • • • • •• SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E -6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T [ 1200 A [ 0 N [ 0 K 0 D R A I N F I E L D ]Gallons SEPTIC TANK ]Gallons ]GALLONS GREASE INTERCEPTOR CAPACITY ]GALLONS DOSING TANK CAPACITY [ 0 ]GALLONS [ 714 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM [ 0 ]SQUARE FEET SYSTEM TYPE SYSTEM: [ N ]STANDARD [ N ]FILLED CONFIGURATION: [.N ]TRENCH [ Y ]BED MULTI- CHAMBERED /IN SERIES: [Y ] MULTI- CHAMBERED /IN SERIES: [Y ] [0 ]DOSES PER 24 HRS # PUMPS[ 0 ] [ Y 'MOUND [ N ] [ N ] LOCATION TO BENCHMARK: CL NE 96 St., 8.90' NGVD. ELEVATION OF PROPOSED SYSTEM SITE [ 4.0 ] [ INCHES ] [ BELOW]BENCHMARK /REFERENCE POINT BOTTOM OF DRAINFIELD TO BE [ 50.0 ] [ INCHES ] [ ABOVE] BENCHMARK /REFERENCE POINT FILL REQUIRED: [ 72.0 ]INCHES EXCAVATION REQUIRED: [ 72.0 ] INCHES OTHER REMARKS: *Install 1200 gal. category -3 septic tank equipped with an approved filter. *Install 714 sf of drainfield. *Invert elevation of drainfield to be no less than 6.57' NGVD. *Bottom of drainfield elevation to be no less than 6.07' NGVD. *Install 42" of slightly limited soil under the bottom of drainfield. Perimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absortion bed or trench. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with sec. 64E- 6.013(3)(f), FAC. SPA' ^'FICATIONS BY: Icaza, Carlos APPROVED BY: Icaza, Carlos DATE ISSUED: 10/25/06 TITLE: TITLE: Engineer I DH 4016, 03/97 (Obsoletes previous editions which may not be used) (Stock Number( 5744- 001 - 4016 -0) fostds cone 4016 -i) Dade EXPIRATION DATE: 4/25/08 CHD Page 1 of 2 STATE OF FLORIDA • • ••• • DEPARTMENT OF HEALTH •• • O th • • • • ONSITE SEWAGE DISPOSAL SYSTEM ; ; ; ;•; 'SITE -EVALUATION AND SYSTEM SPLCIFI'CATTON9 AP _CANT: Cate, Denise & William. AGENT: , OWNER LOT: 3 • • ••• •• •• • • • • • • • • • • • • ••• • ••• ••• • • ••• •• • • • • i• • • • • • • • • • • • • • • • • • ' • • • • • • • CENTRAX #: 13 -SG -30538 OSTDSNBR : 06- 2850 -N OWNER BLOCK: 53 SUBDIVISION: Mii%t $10 ;@$ p lo• •••ID #: 11- 3206 -014 -0575 • ••• • • • • •• • • • • • •• • • . • • ••• •• TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEER'S MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN:[X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.25 ACRES TOTAL ESTIMATED SEWAGE FLOW: 500 GALLONS PER DAY [64E -6, TABLE 1] AUTHORIZED SEWAGE FLOW: 625 GALLONS PER DAY [1500GPD /ACRE OR 2500GPD /ACRE] UNOBSTRUCTED AREA AVAILABLE: 1432 SQFT UNOBSTRUCTED AREA REQUIRED: 1429 SQFT BENCHMARK /REFERENCE POINT LOCATION: CL NE 96 St., 8.90' NGVD. ELEVATION OF PROPOSED SYSTEM SITE IS 3.96 [ INCHES ] [ BELOW ]BENCHMARK /REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES: SURFACE WATER: N/A FT DITCHES /SWALES: N/A FT NORMALLY WET? [ ]YES [ X ]NO WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON - POTABLE: N/A FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 10 FT SITE SUBJECT TO FREQUENT FLOODING: [ ]YES [ X ]NO 10 YEAR FLOOD ELEVATION FOR SITE: 0 FT NGVD PROFILE INFORMATION SITE 1 Munsell # /Color Texture Depth 1 OVR -4/1 -fl COY T,namy Stand n to R 10V14-11/1-WP Onl i ti r. TAMPA R tO S4 1 n1R -7/1 -V P AN Onl tti r+ TAMPA S4 to 72 to to to to to USDA SOIL SERIES: 15 Urban land 10 YEAR FLOODING? [ ]YES [ X ]NO SITE ELEVATION: 9 FT NGVD SOIL PROFILE INFORMATION SITE 2 Munsell # /Color Texture Depth 1 OVR -4/1 -n MY T.namy Rana_ n to R 1nVR- R /1 -WR T.namy Rand R to 54 1nVR -7/9 -V P RN Onl i ti r T.imaa 54 to to to to to to USDA SOIL SERIES: 15 Urban land OBSERVED WATER TABLE54.00 INCHES [BELOW ] EXISTING GRADE TYPE: [APPARENT ESTIMATED WET SEASON WATER TABLE ELEVATION:54.00 INCHES [ BELOW ] EXISTING GRADE. HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [ ]YES [X]NO DEPTH: 0.0 INCHES SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING Replacement /0.70 DEPTH OF EXCAVATION:72.0 INCHES DRAINFIELD CONFIGURATION: [ ]TRENCH [ X ]BED [ ]OTHER (SPECIFY) REMARKS /ADDITIONAL CRITERIA: Soil replacement required. SITE EVALUATED BY: DATE: 10/20/06 DH 5, 03/97 (Obsoletes previous editions which may not be used) (St . Number: 5744- 003 - 4015 -1) (ostds_eval_4015 -3) Page 3 of 3 •••. . • • :••U • °• • ••,•• • • •;; • ` • l ,• • • • • • .• ■ •• • • • .• • ... • • • • • "Al s • • •• • ••• . _�!• AV • • • • • s • • • ••• •• Nj TAY302U07 JI BY °__ _,f%�_ 142.50' 34 -8' T -T PERMIT #: `}'l \u' 1 Miami Shores Villa. e APPROVED BY ZONING DEPT BLDG DEPT DATE SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS E ■ r_U�' -'pp, Ullll r61 oss =.yam dull r �_ -7a IlrfllU i s rII ''..N� 1 1:• L>!_ - -,WWII 1 / mentume �-+HZ � �_u� i. :'uT'. p �nmr 1 , " 1,4 3- a .r r 1 P rI r OI �I ... ,,,i ...MOM 1212105111511121111412 , _� 6r IN Iql 1�/ Ii,: Mi � I I � I ILIMM I r. '.NI t �rala VII /////// /// /// ////// ///// /iiii:ii::iii:::iii:/ iiiiiiiii iiiiiiiiiiiiiiiiiiiiii/ 175 S.F. ..__....__........__....__. • „2mTALL 212092123 02T= • •//0 P1mOQ:ffi OF AND YLWH • ®BB TO 1000 PLAN (1 10 TO PROM �P DTP= • �• !HN0 ase� t a 01! mam , /AND APPROVAL) 8115 1®R A -21' • DRAINFIELD AREA • 714 S.F. 7 -6' 143.70'(MEAS) SEWAGE FLOW: 500 GALS/DAY TANK CAPACITY: 1200 GALLONS DRAINFIELD AREA: 714 S.F. UNOBSTRUCTED AREA: 1,430 S.F. SEPTIC TANK & DRAINFIELD PLAN 4 "® 1 /8 "/FT. (47 FU) (TRANSMISSION LINE BELOW GROUND FROM SEPTIC TANK TO DRAIN FIELD) THERE ARE NO PERTINENT FEATURES ON ADJACENT PROPERTIES AND ACROSS THE STREET THAT MAY AFFECT THE ON -SITE SEWAGE TREATMENT AND DISPOSAL SYSTEM INSTALLATION. 0 0- SCALE: 1/8 "m1' -0" 10.0' MEDIAN ISSUANCES TRU 10/18/06 ® PUN APPHOWAI. ,0/■/■ PAZ C0010N'15 06/11/06 11D 06n2/D6 PSBIAT SEPTIC TANK & DRAINFIELD PLAN ffiMA OP1ENN MRS 352WM- D SOIL 121016221 TO MR OEM MN PAR WIN DIM WA Mg= 2191211113 71M801: 0 WV= MONO TO RIO MIL 1/2222:120B. 20311222 •12.423 R ATF 10112 31115 OW DI PAR. 1®101 PM= 1211101102122 01 Mow= 2 822112 21112120. 10 =ESA 52839 9130018 2®00151 W® TR =Ma WNW 7AJJ= YW*L MUM TEM PLR 1ND 02211215 P®u 222 almclo ar ffi22191112 OF MS a u 5 O 4 F THE CAS GROUP, LLC WILLIAM L. A E A CN31'ECI DRAWN BY TLC CHECKED HY SCALE AS NOTED DATE TLC 04.12.08 SP -2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 017%1 Inspection Numb INS ' -31618 Perrmit "Nurn',b� EL -1.1 -2729 Inspection Date: 11123/2006 Inspector: Devaney, Michael Owner: CATE, WILLIAM Job Address: 448 96 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: KILBY ELECTRIC CO Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Temp for Construction C 0 i 6 Block: Phone Number Parcel Number 1132060140575 Lot: Phone: (305)233 -2965 Building Department Comments Wednesday, November 29, 2006 Page 1 of 2 Passed Inspector Comments / a /t7#' '/ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Wednesday, November 29, 2006 Page 1 of 2 Miami Shores Building Department Product Approval Schedule / Comparison Chart Address: ii, tr6 a 64- i f: Permit No. fLLot - opt 1 Impact Opening Description of Window Product Acceptance Product Approval Opening Design Rough Opening Shutter Required Mullion Required il) or Door or Mullion Number Design Pressure Pressure Size Yes / No Yes / No Yes / No (+) PSF ( -) PSF ( +) PSF ( -) PSF A IJIN4L.E Ar�%00ow ©5 -v .1S'.v2. f1D0.0 j 122.0 /_ tt01.1 */(@6310 4,‘ s.(All ,,rr lV0 Q, e6 $ i• ;WO (4;.1 PJlaooi►J ©g.. 02.11 .02. +loo -o f- 112.3 4111.11 f 61.11 34"x49 " 14o C f psn 1,(440W 02- 01 ZY. of tito.o f'-1 •C- 5. i..14/..8l41 zgl' PIA 110 0 a /4 s D fljt69 Y/taiOovi oIZ2- • oS +1o•0 / -10.o Aw.1 ,/ -8i.it 3s "xt#2` V° N%a 4 _02-- - 100.0/ 1(r'1s +_61.111- 1,,.4. W' x 5011 ti ! 0o ye 4 uJC 2 iinuMmotivi Jig- 02.11. 02. r5taitt.F Ikuttimeow of- 0215. oz. tioo.o/ 1ol.q It41.1+' /- 61,.3(0 50"x car 140 14 0 4, r/.Pd Khoo'" o2 -01n. o $ 4-7..0/-1„..o - %614 ..4(•)i0 390x1,1 t1 v tit / i4- Stwtft, a i►i 10160.., 0 S- o115. to 2. 4 l oo o/ b`{•1 - 61.11/ 614.30 )41 X so'1 tt o N o 1 er f 1ito W1e4904 0 2 - nlz2- v; 1124 /_�z. `(o''x`to N o fJ 4h, i.Efraa'( De 0 3- o l p,, 02 4.100.0 ...10,.0 .193.41zl -63.90 fi•t1`x 10o PI 14 v 4 s n2 Al.V;- -5BE wire++ 02.- 012.3. 121, +130.0`_130.0 461.11/ $1.91 014 �# jlt s 41i461614 P.o z 4417, .'f 411.01 -90.0 4-$2•04 65.21- 108",012.01' ,J D C BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) Construction Glass Industries 7840 NW 62 Street Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Muni Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 360 Alunninnm Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W05 -04, titled "Aluminum Single Hung Window - L.M.I. ", sheets 1 through 9 of 9, prepared by AL- Farooq Corporation, dated 01/28/05, signed and sealed by Humayoun Farooq, P.E., , bearing the Miami -Dade County Product Control Approval Stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Horida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO NOA No 05 -0215.02 Expiration Date: May 05, 2010 Approval Date: May 05, 2005 Page 1 Construction Glass Industries Corn. NOTICE OF ACCEPTANCE: EVIDENCE SUBMI'T'TED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W05 -04, titled "Aluminum Single Hung Window - L.M.I. ", Sheets 1 through 9 of 9, prepared by AL- Farooq Corporation, dated 01/28105, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum single hung windows, prepared by Hurricane Test Laboratory, LLC, Test Report No. HTL- 0080- 0323-04, specimens 1, 2, 3, 4, 5, 6, 7, & 9 dated 03/29 - 4/2/04, signed and sealed by Vinu J. Abraham, P.E. C. CALCULATIONS 1. Anchor Calculations, ASTM -E 1300, and structural analysis, prepared by AL- Farooq Corporation, dated 12/28/04, signed and sealed by Humayoun Farooq, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.03- 0415.13 for" Vanceva Composites" issued to Solutia Inc., approved on 12/11 /03 with expiration date of 12/11/08. 2. Notice of Acceptance No.02- 1205.03 for" Saflex HP" issued to Solutia, Inc., approved on 05/22/03 with expiration date of 04/14/08. F. STATEMENTS 1. Statement letter of conformance, dated 12/28/04, signed by Humayoun Farooq, P.E. 2. Statement letter of no financial interest, dated 12/28/04, signed by Humayoun Farooq, P.E. G. OTHER 1. Letter from the consultant stating that the product is in compliance with the Florida Building Code (F13C). E -1 4u11(1/600.4 Herminio F. Gonzalez, P.E. Director, Building Code Compliance Office NOA No 05- 0215.02 Expiration Date: May 05, 2010 Approval Date: May 05, 2005 (sheet 1 of 9 ) (O nbuna) General Window Sections Operable Sash e x t e r i o r Daylight Daylight Opng. Opng. Window Width Window Width Optional 15 PSF Water Bar Adaptor Can not be used with lock type jOstructions for using these charts; Step 1; Determne the required design pressure for a given window opening. Step 2: Determine the capacity of the window fusing used based on size and glass types from sheets 3 or 4. Step 3; Select an inetaliatian type (A, 8 or C) from sheets 5, 6 or 7 and determine what pressure it meets Step 4: if the values of the window (from Step 2) and the installation type (from Step 3) meet or exceed the required pressure (from Step 1), the window is acceptable for use. THESE WINDOWS ARE RASED FOR LARGE MISSILE IMPACT. SHUTIERS ARE NOT REQUIRED. ASnmvrnM SINGLE DI WINDOWS • APPROVM. APPLIES TO SINGLE was OR SIDE BY SIDE COMBINATIONS S.H. /S.H. OR SINGLE HUNG WITH OTHER MIAMI —DADE COUNTY APPROVED WINDOWS USING MMS —DADE COUNTY APPROVED MULLIONS N BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULUON APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILCNG CODE INCLUDING HIGH VELOCITY HURIVIDNIE ZONE WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY 70 TRANSFER LOADS TO THE STRUCTURE ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT To BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAD.s ARE NOT PART of THIS APPROVAL A 331 INCREASE IN ALLOWABLE STRESS WAS USED IN DESIGN OF ANCHORS. Window Height Installation Screws (Refer to sheets 5,6 &7for spacing information) II Window Width max. 6" m8a 1x. 1 ii Surface Applied �� Mun ma (Optlo11nal) �1� ih s L 1_--H_ rirm.— Typical Elevation Appestat r eMhaxt " i iYa A-17ir .. Ey D orgi o r 0 drawing no. W05-04 600 -Frame Head 5063 -T6 BiII of Materials 601 -Frame Sill 6083 -T6 3.597 602 - Frame Jomb 6063 -T6 ( 604 -Horiz. Rail 8063 -T6 605 -Fixed Intick. 6063 -T6 Appmved+ue 0147101 Raid i'.. % -1,•,. .e. � i ?S�Y�FT•Y_ Item No. Part No. Quantity Description Material Manufacturer / Supplier Remarks 1 W23201NG As Req'd. Wool Pile with Center Soft Fin (Gray) Pile Ultrafab Inc. 2 CGI -612P As Req'd. Plastic Bumper Guide PVC Prototype Plastic Extrusions Continuous at interlock 3 #146 -4 2 Weep Hole Cover Nylon Builders Plastic Company 4 NIA As Req'd. 5116° thick laminated glass (see Glazing details for make -ups approved) Glass/PVB Varies Ann/Ann or HS/HS or Templremp 5 WA 1 Complete Screen Alum/Mesh 8 CGI 615C & 816C 1 or 2 Combination Egress Lock and LIft/Puli attached with (2) #8 x 518" FH S MS Inc Custom made for CGI 1 @ wdw's. 28" wide and smaller /2 @ wdw's. over 28" wide 7 A30700 & C30705 1 or 2 Optional Sweep Lock & Keeper (Replaces item 6) attached with (4) #8x5/8" FH SMS Zinc Truth Hardware 1 wdw's. 28" wide and smaller/ 2 @ wdw's. over 28" wide 8 18 11 -X 100 1 or 2 Optional Lift/Pull (Replaces Item 8) attached with (2) #8 x 518" FH SMS Zinc Truth Hardware 1 @ wdw's. 28" wide and smaller l2 @ wdw's. over 28" wide 9 CGI-614C 2 Tie Down Block Zinc Custom made for CGI w/ (2) #10x3/4°' FH SMS into sash & (3) #8 x 1° FH SMS into frame 10 Varies 2 Block & Tackle Tilt or Spiral Balance Varies Varies Both balances can be used 11 CGI-617P 2 Balance Cover PVC Prototype Plastic Extrusions Located at top half of each jamb 12 CGI -618P 2 Vent Stop PVC Prototype Plastic Extrusions Located at top of jam bs 14 CGI -613P 2 Fboed Vent Shim PVC Prototype Plastic Extrusions Located at top of fixed vent 15 CGI -619N 2 Top Guide at Operable Vent Nylon Custom made for CGI 18 CGI -622N 2 Bottom Guide/Clip at Operable Vent Nylon Custom made for CGI 17 CGI -620C & 621N 2 Carrier System Zinc Custom made for CGI Optional - Balance attaches to It 18 N/A 18 Vent Assembly Screws S/S Varies #10 x 1 1/4" PH SMS (2 per comer) 19 WA 12 Frame Assembly Screws S/S Varies #10 x 1 1/4" PH SMS (3 per comer) 20 CGI-382V As Req'd. Vinyl Bulb PVC Prototype Plastic Extrusions 21 GE -1200 As Req'd. Structural Silicone _ Silicone 3 Silicones GE -1200, GE -2000, DOW -995 606 - Moving Intick. 6063 -T6 607 -Side Rail 6063 -16 609 -Glzg. Read 5063 -T5 611 - Woterbar 6063 -T5 z `� m tine c � D j 0 (sheet 2 of 9 N a 0 1/8" Ann. Gloss .075 Stormglass or .075 Vonceva or .100 Solutia Saflex HP PVB m 1/8" Ann. Glass Glass Type "1" 5/16° Nominal Glass Annealed /Annealed Silicone GE -1200 GE -2000 DOW -995 1/8" HS Gloss .075 Stormglass or .075 Vanceva or .100 Solutia Saflex HP PV8 1/8" HS Gloss to N \ o (9 1/8" Temp. Glass .075 Stormglass or .075 Vanceva or .100 Solutia Saflex HP PVB 1/8" Temp. Glass Glass Type "2" 5/18° Nominal Glass HS /HS Silicone GE -1200 GE -2000 DOW -995 Gloss Type "3" 5/16° Nominal Glass Tempered/Tempered EQUAL LITES WINDOWS EQUAL LITES WINDOWS DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF WINDOW DIMS. GLASS TYPE '1' GLASS TYPE '2' GLASS TYPE '3' WINDOW DINS. GLASS TYPE '1' GLASS TYPE '2' CLASS TYPE '3' WITH HQGHr EXr.( +) 1Nr.( -) orr.(+) INT.() OR.( +) 1NI'.( -) N70TH HEIGHT DV.(t) TNT.() OR.( +) 1Nt() IXL( +) 1M'.( ) 24' 30' 32' 38;:. 42' gr 54" 48.:, 100.0 210.0 1000 210.0 100.0 120.0 24' 30' 32' 38' -'.... 42' 48" 54' 120.0 100.0 125.7 100.0 210.0 100.0 120.0 100.0 178.8 100.0 210.0 100.0 120.0 77.5 77.5 - GELD +_ 1=.3 100.0 120.0 100.0 164.7 100.0 210.0 100.0 120.0 89.8 899 100,0 120.0 100.0 120.0 100.0 143.0 - 100.0 210.0 100.0 120.0 59.7 59.7 10.E - •-1'19.4. 100.0 120.0 100.0 118.7 100.0 210.0 100.0 120.0 61.1 81.1 100.0 120.0 100.0 120.0 1' 107.4. 100.0 200.0 100.0 120.0 54.4 54.4 100.0 108.9 100.0 120.0 94.8 94.8 100.0 171.4 100.0 120.0 49.1 49.1 983 98.3 100.0 120.0 24' 30" ' 32• 36" 42" 48' 54' _ 100.0 185.4 100.0 210.0 100.0 120.0 24' 30' 38" 39" 42" 48' 108" 100.0 112.8 100.0 210.0 100.0 120.0 - 100 W 1 8.. 100.0 210.0 100.0 120.0 69.3 893 100.0 120.0 100.0 120.0 100.0 122.3 100.0 210.0 100.0 120.0 61.5 61.5 100.0 120.0 100.0 120.0 100.0 104.8 100.0 209.5 100.0 120.0 53.1. 53.1 100.0 108.2 100.0 120.0 86.2 86.2 100.0 172.5 100.0 120.0 54.9 54.9 100.0 109.8 100.0 120.0 73.8 73.8 100.0 120.0 100.0 120.0 49.1 49.1 98.3 98.3 100.0 120.0 64.3 643 100.0 120.0 100.0 120.0 24' 30' 32' 36" 42' 120' 100.0 109.9 100.0 210.0 100.0 120.0 24' 30' 32' 38" 42' 48' 54' " 100.0 153.5 100.0 210.0 100.0 120.0 82.8 82.6 100.0 120.0 100.0 120.0 100.0 108.8 100.0 210.0 100.0 120.0 58.4 58.4 100.0 112.8 100.0 120.0 97.5 97.5 100.0 195.0 100.0 120.0 47.8 47.6 95.2 95.2 100.0 120.0 83.8 83.8 100.0 1872 100.0 120.0 488 48.8 97.2 97.2 100.0 120.0 88.0 680 100.0 120.0 100.0 120.0 58.5 585 100.0 117.0 100.0 120.0 519 81.8 100.0 103.8 100.0 120.0 24' 30' 32' 39' 42" 48' 54' e4" 1040 138.0 100.0 210.0 100.0 120.0 899 89.8 100.0 179.5 100.0 120.0 81.1 81.1 100.0 1623 100.0 120.0 89.0 89.0 100.0 120.0 100.0 120.0 69.1 69.1 100.0 120.0 100.0 120.0 60.8 80.8 100.0 120.0 100.0 120.0 54.5 54.5 100.0 109.1 100.0 120.0 Silicone GE -1200 GE -2000 DOW -995 Supplemental Test Results for: Air Infiltration - Water Leakage Resistance - Forced Entry Test Type and Method Air Infiltration Test (ASTM -E283) 5' 1.57 psf pressure differential Q 6.24 psf pressure differential • Water Leakage Test (ASTM -E331) without waterbar adaptor with woterbar adaptor Forced Entry Resistance test (ASTM F588 & Grade 10) Results PASSED ( .044 C.F. / Min / Sq Ft ) PASSED ( .076 C.F. / Min / Sq Ft ) No leakage allowed PASSED 4i+ 12.0 PSF PASSED Q15.0 PSF PASSED EQUAL LITES WINDOWS DESIGN LOAD CAPACITY - PSF WINDOW DINS. CLASS TYPE '1' 01.038 TYPE '2' GLASS TYPE '3' WITH HEM EXL( +) 1N7() FXG( +) mg-) Ext:( +) 1N1(-) 19 -1/8" 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2' 100.0 210A 100.0 210.0 100.0 120.0 37' 28„ 100.0 210.0 100.0 210.0 100.0 120.0 53 -1 /8" 100.0 171.1 100.0 210.0 100.0 120.0 19 -1/8' 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2" 38-3/8„ 100.0 210A 100.0 2104 100.0 .120.0 37' 1004 1972 10.0 210.0 1000 120.0 53-1/8' 100.0 124.1 100.0 2089 1000 120.0 19 -1/8" 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2' 00 -8/8° 100.0 194.2 100.0 210.0 100.0 120.0 37' 100.0 1295 100.0 210.0 100.0 120.0 53-1/8' 873 87.7 100.0 188.7 100.0 120.0 19 -1/8" 1004 210.0 100.0 210.0 100.0 120.0 28 -1/2' 100.0 150.8 100.0 210.0 100.0 .120.0 37" 98.0 95.0 100.0 190.0 100.0 120.0 83 -1/8' 81.4 81.4 100.0 120.0 100.0 120.0 19 -1/8" 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2' 72, 100,0 129.0 100.0 210.0 100.0 120.0 37' 80.5 80.5 100.0 161.1 100.0 120.0 53 -1/8' 53.1 83.1 100.0 1082 100.0 120.0 19 -1/8" 100.0 210.0 100.0 210.0 100.0 120.0 26 -1/2" 78„ 100.0 120.7 100.0 210.0 100.0 120.0 37" 75.4 78.4 100.0 150.7 100.0 120.0 53 -1/8" 50.2 50.2 100.0 1009 L 100.0 120.0 All values shown are Design PSF (Pounds per Square Foot) VALUES FOR EXTERIOR LOADS( +) SHOWN ARE FOR SILL WITH WATERBAR ADAPTER FOR WINDOWS WITHOUT WATERBAR ADAPTER UNIT EXTERIOR(+) LOADS TO 80.0 PSF width 0 W Equal Lite Window m s: 8 iL°S•Ya b'f7.1c 8t9r: 08.=Fl MAN. S`. 1 �=t drawing no. W05 -04 sheet 3 of 9 Unequal Lite Windowl sheet 4 of 9) 1/8" Ann. Glass .075 Stormglass or .075 Vanceva or .100 HP PVB 1/8" Ann. Gloss o5 N 0 - Glass Type "1" 5/16" Nominal Glass Annealed /Annealed Silicone GE -1200 GE -2000 DOW -995 c 1/8" HS Glass .075 Stormglass or .075 Vanceva or .100 HP PVB • 1/8° HS Gloss Glass Type "2" 5/16° Nominal Glass HS /HS UNEQUAL LITES WINDOWS (ORIEL) DESIGN LOAD CAPACITY - PSF WIJIDOW DIMS. ?OP -GLASS HEIGHT EXL( +) TYPE '1' ENT.() GLASS DXr.( +) TYPE '2' ENT.(-) GLASS DLC( +) TYPE '3' 1NL( ) WIDTH HEIGHT 24' DR.(+) 1N7.() 100.0 125.7 100.0 210.0 100.0 120.0 30" 100.0 120.0 77.5 77.5 100.0 120.0 100.0 120.0 32' 100.0 120.0 89.8 899 100.0 120.0 100.0 120.0 38' () 4B' 59.7 59.7 100.0 119.4 100.0 120.0 42" 100.0 120.0 81.1 91.1 100.0 120.0 100.0 120.0 48' 100.0 120.0 54,4 54.4 100.0 108.9 100.0 120.0 54' 100.0 120.0 49.1 49.1 98.3 98.3 100.0 120.0 24' 100.0 120.0 100.0 112.8 100.0 210.0 100.0 120.0 30' 100.0 120.0 89.3 89.3 100.0 120.0 100.0 120.0 32' 100.0 120.0 81.5 81.5 100.0 120.0 100.0 120.0 38' tom) 120.0 53.1 53.1 100.0 108.2 100.0 120,0 42" 100.0 120.0 54.9 54.9 100.0 109.8 100.0 120.0 48' 100.0 120.0 49.1 49.1 98.3 98.3 100.0 120.0 24' 100.0 120.0 100.0 109.9 100.0 120.0 100.0 120.0 30' 100.0 120.0 82.8 82.8 100.0 120.0 100.0 120.0 32' 120' 60' 58.4 58.4 100.0 112.8 100.0 120.0 38• () 120.0 47.8 47.8 95.2 95.2 100.0 120.0 42' 100.0 120.0 48.8 489 97.2 97.2 100.0 120.0 24' 100.0 120.0 100.0 107.8 100.0 120.0 100.0 120.0 30' 120' 88• 81.1 81.1 100.0 120.0 100.0 120.0 32' at ,) 52.0 52.0 100.0 103.9 100.0 120.0 38' 428 42.8 85.8 85.8 100.0 120.0 24' 100.0 100.3 100.0 120.0 100.0 '12m.0 30' 72' 58.8 58.8 100.0 113.5 100.0 120.0 32" 120' (lux) 50.2 50.2 100.0 100.3 100.0 120.0 38' 38.7 39.7 79.5 79.5 100.0 120.0 24' 99.9 989 100.0 120.0 100.0 120.0 30' 120' 78' 55.4 55.4 100.0 110.8 100.0 120.0 32' OM) 48.4 48.4 92.8 92.8 100.0 120.0 24' 120• 989 88.5 100.0 120.0 100.0 120.0 30" (MAX.) _ 84, 52.7 82.7 100.0 105.4 100.0 120.0 AIL values shown are Design PSF (Pounds per Square Foot) Silicone GE -1200 GE -2000 DOW -995 1/8" Temp. Glass .075 Stormglass or .075 Vanceva or .100 HP PVB 1/8" Temp. Gloss Glass Type "3" Silicone GE -1200 GE -2000 DOW -995 5/16° Nominal Glass Tempered/Tempered UNEQUAL LITES WINDOWS (ORIEL) DESIGN LOAD CAPACITY - PSF 101ND09 DIMS. . vFNTG1ASS HOOHT TYPE '1' GLASS TYPE '2' GLASS TYPE '3' MOTH HEIGHT EXL( +) 1M.( -) EXL( +) ENT.( -) DR.(+) 1N7.() 19 -1/8' 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2" 98' 48' 99.1 .99.1 100.0 198.1 100.0 120.0 37' (MAX.) 57.7 57.7 100.0 115.3 100.0 120.0 53 -1/8' 49.9 49.9 99.9 99.9 100.0 120.0 19 -1/8' 100.0 210.0 100.0 210.0 100.0 120.0 28 -1/2" 108' 54' 91.9 91.9 100.0 .120.0 100.0 120.0 37' (40 51.4 51.4 '100.0 102.7 100.0 120.0 19 -1 /8' 100.0 210.0 100.Q 210.0 100.0 120.0 29 -1/2' 120" 80" 83.8 83.8 100.0 120.0 100.0 120.0 37" (M0') 48.1 48.1 92.2 92.2 100.0 120.0 19 -1 /8' 100.0 192.8 100.0. 210.0 100.0 120.0 28 -1/2' 120' 88" 823 82.3 100.0 120.0 100.0 120.0 37' (MO 41.2 41.2 82.8 82.8 100.0 120.0 19-1/8' 120• 100.0 158.0 100.0 210.0 100.0 120.0 28 -1/2' (MAX.) 72., 77.0 77.0 100.0 120.0 100.0 120.0 19 -1/8" 120• 100.0 120.0 100.0 120.0 100.0 120.0 28 -1/2' (MAX.) 78.9 789 100.0 120.0 100.0 120.0 18 -1/8'. t20• oe 100.0 108.7 100.0 120.0 100.0 120.0 78.7 75.7 100.0 120.0 100.0 120.0 28 -1/2' (MAX.) Supplemental Test Results for: Air Infiltration - Water Leakage Resistance - Forced Entry Test Type and Method Results Air Infiltration Test (ASTM -E283) 0 1.57 psf pressure differential 0 6.24 psf pressure differential PASSED ( .044 C.F. / Min / Sq Ft ) PASSED ( .076 C.F. / Min / Sq Ft ) Water Leakage Test (ASTM -E331) without waterbor adaptor with waterbar adaptor No leakage allowed PASSED 0 12.0 PSF PASSED 0 15.0 .PSF Forced Entry Resistance test (ASTM' F588 & Grade 10) PASSED ' This Lite must be Equal to or smaller than the Top Lite Dht'BI Q9 VALUES FOR EXTERIOR LOADS(+) SHOWN ARE FOR SILL WITH WATERBAR ADAPTER FOR WINDOWS WITHOUT WATERBAR ADAPTER LIMIT EXTERIOR( +) LOADS TO 80.0 PSF width Top Vent 0eV 00. t meow Fla e '0 U N N 3 Z ? F g to Installation Type "A" w/ 1 x 4 Beveled P.T. Wood Buck 1/4" Dia. Flat Head Top -Con Screws (or equal) 4 Buck bed in sealant (typ) Sealant (typ) a • 4 2 3/4° 1 x 4 Beveled P.T. Wood Buck (typ.) 1 1/4" Min. Sealant Optional Non — beveled Wood Buck (dotted) Optional Pre—Cost Sill IMPORTANT NOTE: Wood Bucks must sustain foods imposed . by glazing system and transfer them to the building structure. ANCHORS; 1/4' D A. TAPCaNS INTO 28Y WOOD BUCKS OR WOOD STRUCTURES 1-3/8' MIN. PENETRATION INTO WOOD THRU 18Y WOOD BUCKS INTO MASONRY 1 -1/4' MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO MASONRY (LE. PRE—CAST SILLS) 1 -1/4' MIN. EMBED INTO CONC. OR MASONRY 1/4' i2A. SEI DRI ILJNG c[_:RFws INTO METAL STRUCTURES (STEEL OR ALUMINUM 1/8" MIN. THICK.) STEEL : Fy = 38 KSI MIN. ALUMINUM : 8083 —T8 MIN. 414 MG INTO APPROVED MULLIONS (1/8' MAX, SHIM sPACE) o� 4 a. LI Cu, n U g g Fin 10 Values for Installation Type "A" apply to the following installation types, with maximum shim space 1/4 ": 1- Using 1by P.T. wood. bucks, min. 5/8" thick, 2- Directly into masonry, without the use of wood bucks. 3- Directly into a steel or aluminum structure min. 1/8" thick and using #14 Teks or SMS. Structure must be designed by others to sustain the loads imposed by the window. 'Engc a litiVAYOUN Emcoq SIRIXTURES RA. PE # 11557 C 1=1:3' 0 4 (sheet 5 of 9 ) sheet 6 of 9 ) 4 4 Installation Type "B" w/ 2 x 4 Beveled P.T. Wood Buck 1/4" Dia. Flat Head Tap —Con Screws (or equal) Buck bed in seotant (typ) Sealant (typ) 4sn. Optional Pre —Cost Sill 1 E 3 1/2° Min. 2 3/4° 2 x 4 Beveled P.T. Wood Buck (typ.) Sealant Optional Non — beveled Wood Buck (dotted) 4. Installation Type "C" based on wood penetration only using 1 x 4 or 2 x 4 wood bucks Buck bed in . sealant (typ) 1/4" Dia. Flat Head Sheet Metal Screws or 1/4" Dia. Tap —Con Fasteners Sealant (tyP) O structure x 4 & 2 x 4 P.T. Wood Buck (typ) 1 3/8" Min. Total Wood Penetration E E tt See Installation Types A" & B" for 1 x 4 & 2 x 4 P.T. Wood Buck Styles IMPORTANT NOTE: Woad Bucks must sustain loads imposed by glazing system and transfer them to .the building structure. umorri Sealant wood .dsr . %t.S�r7i —+Sir spptww+ • Optional Non — beveled Wood Buck (dotted) structure Fran t NUTIRAIUN P STRUCTURES RA PE # 18557 CAN. 3$36 FEB 'p 4 2405 cJG $ drawing no. W05-04 CGI Standard Hole Pattern! ANCHORS DESIGN LOAD CAPACITY - PSF WINDOW DINS. WIDTH 24- 30` 37. 38- 42" 48- 54- 24" 30" 32- 38' 42 48' 54- 24' 30' 37. 38- 47. 48' 54' 24" 30" 32' 38- 42" 48- 54- 24- JO' 3r 38' 42 48' 24 30' 32' 38' 4r 46" 24' 30- 3r 38' 47. HEIGHT NO. OF ANCHORS AT JANE 48'' 4 STANDARD HOLE PATTERN E70'.( +) & 198.7 1702 182.5 149.0 132.4 1192 108.4 se 4 149.0 127.1 121.7 112.2 100.4 80.8 82.9 77. 9 178.8 150.8 143.7 132.4 119.2 108.4 992 64 8 149.0 124.4 118.3 108.4 97.3 88.8 81.7 98' 8 127.7 108.0 100.8 91.7 81.7 74.5 889 108' 8 1119 923 879 79.5 70.5 120' 8 132.4 109.0 1032 93.5 82.6 ANCHORS DESIGN LOAD CAPACITY - PSF WINDOW DINS. WIDTH HEIGHT NO. OF ANCHORS AT JAMB STANDARD HOLE PATTERN 19 -1/8' 28 -1/2" 37' . 83 -1/8' 26' 4 E1R.( +) & IN.(-) 210.0 210.0 210.0 210.0 19 -1/8' 26-1/7. 37' 53 -1 /8" 38 -3/8' 4 210.0 210.0 192.0 142.9 19 -1/8' 28-1/2' 37' 83 -1/8" 50 -5 /e' 4 210.0 1732 136.8 103.1 19 -1/8' 28 -1/2' 37' 53 -1/9' 83' 4 168.0 130.2 103.3 79.1 19 -1/8' 28 -1/2' 37' 53 -1 /8' 72' 6 210.0 185.4 130.0 100.8 19 -1/8' 28 -1/2' 37' 53 -1/8' 79' 6 202.8 154.8 121.0 93.9 Width Installation Screws ANCHORS DESIGN LOAD CAPACITY - PSF WINDOW DIMS. WIDTH HEIGHT N0. OF ANCHORS AT JAMB ADDL. ANCHORS + 12" SPACING 24" 30' 32' 38' 42" 48' 54' 48' 6 OCr.(+) & INL(-) 210.0 210.0 210.0 210.0 198.7 178.8 182.5 24' 30' 32' 38" 42 48' 54' 80' 8 210.0 210.0 210.0 210.0 200.8 181.8 185.8 24" 30" 32' 38' 42' 48" 54' 8 210.0 2009 1919 178.8 158.9 144.5 132.4 24' 30' 32' 39' 42' 48' 84" 84" 10 210.0 207.3 197.2 180.8 1822 148.1 138.2 24' 30' 32" 36" 47. 48' 54' 96' 10 210.0 178.8 187.8 1529 138.2 124.2 114.8 54- 96" 12 1379 24' 30' 32' . 38" 42' 48' 108' 12 210.0 184.9 174.9 158.9 140.9 127.7 24' 30' 32" 38' 47. 120' 12 188.7 183.5 154.7 140.2 123.8 Refer to sheets 5 & 6 of 9 for description of installation types A - B - C ANCHORS DESIGN LOAD CAPACITY - PSF ADDL ANCHORS WINDOW DIMS. ANCHORS + 12" SPACING WIDTH HEMHT AT JAMB IXT.( +) & TNT.( -) 19 -1/8' 210.0 26-1 /2' 2s• 8 210.0 210.0 x"1/7. 210A 19 -1/8' 210.0 28 -1/2' 38 -3/8' 6 210.0 37' 210.0 53 -1/8" 210.0 19 -1/8' 210.0 50 -5 /8' 8 210.0 204.8 83 -1/8" 154.8 19 -1/8' 2104 28 -1/2" 210.0 83' 8 20&8 83 -1/8' 158.2 19 -1/6' 218.0 28 -1/2' 210.0 37' 72' 8 173.4 53 -1/8' 134.f 19 -1/8' 210.0 26-1/7. 78" 8 208.4 37' 161.4 53 -1/8' 1253 '6 x Width Installation Screws io N Eno 611144YoUN 54000 8981011529 . CA]E��'3038�7�- FEW!) 4 2005 drawing no. W05 -04 J (sheet 7 of 9.) Vertical Mullion Performance Tributary Width W1 + W2 2 For Window Performance, refer to sheets 3 or 4 Multiple Opening (2 or more windows) w/ 1 screw on each side of mullion Standard Installation x 4" x 1/8° thk. Aluminum Tube Mullion (unclipped of ends (Mull length = Wdw Height — 1 ' X14 x 3/4" FH SMS Ya1..��. \1 Teks ar y Sealant (typ) n S yews WV i 6 °mm`� n4 / f (typ) Kat tYP II .in. g 1 ---r— in. 1 in. II' II II I, Multiple Opening (2 or more windows) w/ 1 screw on each side of mullion Standard Installation x 4" x 1/8° thk. Aluminum Tube Mullion (unclipped of ends (Mull length = Wdw Height — 1 ' X14 x 3/4" FH SMS Ya1..��. \1 Teks ar y Sealant (typ) n S yews 3 —_ I r%3" .in. g 1 ---r— in. 1 in. ..._ _.._ ... Multiple Opening (2 or more windows) w/ 2 or 3 screws an each side of mullion High Load Installation (' = additional holes to be drilled by installer) Section (typ) Horizontal Mullion Performance For Window Performance, refer to sheets 3 or 4 Sealant #14 x 1" FH Teks or SMS 94" maximum 1° x 4° x 1/8" thk. Aluminum Tube Mullion (unclipped at ends) (Mull length Wdw Width — 1") kw: oft MAAYOUN PAROCc SiBLICIURES FLA: PE #1l5:47 CAN. USE THESE SYMBOLS TO ACCESS CHARTS ON SHEET 9 FEB ' ©4 2D0°_ 1 k drawing no W05 --04 (sheet 8 of 9 MULLION DESIGN LOAD CAPACITY - PST ONE ANCHOR TWO ANCHORS THREE ANCHORS AT EACH AT EACH AT EACH WINDOW DIMS. SIDE OF MULL SIDE OF 51111 SIDE OF 5111.1. WIDTH HEIGHT Dn.( +) & PR.(-) IXL( +) & INT.(-) EXT.(+) & IM.(-) 24" 139.0 210.0 210.0 30' 26' 118.7 210.0 210.0 32' 114.8 210.0 210.0 36' 48" 108.8 210.0 210.0 42' 103.8 207.2 210.0 48' 38-3/8. 102.0 204.0 210.0 54' 102.0 204.0 210.0 24' 102.0 204.0 210.0 30' 87.0 174.1 210.0 32' J6, 83.5 188.9 210.0 36' 77.7 155.4 210.0 42' 71.7 143.5 210.0 45' 68.0 138.0 204.0 54' 83' 85.9 131.9 197.8 24" 81.8 163.2 210.0 30' 68.7 137.4 208.1 1 32' 85.8 131.1 198.7 35' 80.4 120.9 181.3 42" 54.9 109.7 184.6 48' 51.0 102.0 153.0 54' 48.4 98.7 145.1 24' 78, 68.0 136.0 204.0 30' 58.8 113.5 170.3 32' _ se 54.0 108.0 182.0 49.5 98.9 147.1 38' 42' 44.4 88.8 129.7 48' 40.8 81.8 117.4 54' 38.2 78.4 108.4 24' 58.3 116.8 140.7 30" 48.4 96.7 114.1 32' 45.9 91.8 107.8 36' se 41.8 83.7 98.8 42' 37.3 74.6 84.8 48' 34.0 98.0 76.1 54' 31.5 63.1 69.8 24' 51.0 98.3 98.3 30' 421 79.5 783 32' 1or 392 749 749 36" 38.3 87.2 67.2 42' 32.2 58.5 58.5 48' 29.1 52.2 52.2 24' 45.3 71.4 71.4 30' 37.3 57.8 97.8 32' 120' 35.3 64.2 54.2 36' 32.0 '48.5 48.5 42' 28.3 42.2 42.2 MULLION DESIGN LOAD CAPACITY - PSI, ONE ANCHOR TAO ANCHORS TREE ANCHORS AT EACH AT EACH AT EACH WINDOW DIMS. SIDE OF MOLL SIDE OF WILL SIDE OF MULL WIDTH HEIOHT EXT.( +) & INT.(-) EXr.( +) & INT.() EM.( +) & INT.( ) 19 -1/8' 210.0 210.0 210.0 28 -1/2'• 26' 210.0 210.0 210.0 37' 210.0 210.0 210.0 93 -1/8' 210.0 210.0 210.0 19 -1/8' 210.0 210.0 210.0 28 -1/2' 38-3/8. 176.5 210.0 210.0 37' 159.8 210.0 210.0 53 -1/8' 159.8 210.0 210.0 19 -1/8' 149.6 2104. 210.0 26 -1/2"S J6, 118.8 210.0 210.0 37' 98.9 197.7 210.0 53 -1/8' 91.7 183.4 210.0 19 -1/8' 115.0 210.0 210.0 28-1/2" 83' 89.1 1783 210.0 37' 71.4 142.7 210.0 53-1/8" 80.7 121.4 182.1 19 -1/8' 98.4 196.8 210.0 28 -1/2' 75.5 150.9 210.0 37' 59.4 118.7 178.1 93-1/8' 48.7 97.4 148.0 19 -1/8" 92.5 185.0 210.0 28 -1/2' 78, 70.7 141.3 210.0 37' 55.2 110.5 185.7 53 -1/8' 44.7 89.5 134.2 Refer to sheet 8 of 9 for details. appeeedieaMiM *Wm 09 KlIVAYOUN .V STROLTORES Ftfi. PE � 48657 R9'04 ME drawing no. W05-04 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Construction Glass Industries Corporation 7840 N.W. 62 Street Miami, Fl. 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee (BCPRC) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The BCCO (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by BCCO that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the South Florida Building Code, 1994 Edition for Miami -Dade County or Florida Building Code. DESCRIPTION: Series "238" Aluminum Designer Fixed Window APPROVAL DOCUMENT: Drawing No. WO1 -83, titled "Series -238 Aluminum Designer Fixed Window ", sheets 1 through 7, prepared, signed and sealed by Humayoun Farooq, P.E., dated 12/27/01, bearing the Miami - Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 01- 0112.03 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Raul Rodriguez. /Wit NOA No 02- 0122.05 Expiration Date: March 6, 2007 Approval Date: February 21, 2002 Page 1 GENERAL WINDOW SECTION$ AT EACH END AND 18* 0.0. TYP. FOR GLASS TYPES REFER TO SHEETS 3, 4 & 5. EXTERIOR INSTRUCTIONS FOR USING THESE CHARTS; MU, DETERMINE THE REQUIRED DESIGN PRESSURES FOR A GIVEN WINDOW. sI2_ 2 OBTAIN CAPACITY OF WINDOW /CLASS TYPE FROM APPROPR1ME CHARTS. A) SHEETS 3 & 4 FOR IMPACT RESISTANT. B) SHEET 5 FOR NON — IMPACT RESISTANT. STEP 3 SELECT INSTALLATION (ANCHOR) TYPE FROM DETAILS 02 SHEET 8 AND CHART ON SHEET 7. THE VALUES OBTAINED FOR WINDOW AND ANCHORS MUST MEET OR EXCEED THE REQUIRED PRESSURES. WINDOW MOTH VENT WIDTH WW -2' D L OPG. WW —B 1/2' 5' MAX. TYP. AT HERO /SILL CORNERS • FOR MULLION /MULTIPLE UNITS, REFER TO SEPARATE CGI MULLION N.O.A. © 17' MAX. TYP. TYPICAL ELEVATION — SURFACE APPLIED FALSE NUNTINS OPTIONAL .dQ7ES: 1. THIS STRUCTURE 15 DESIGNED AS PER THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR DADE COUNTY. ALSO FOR WIND LOADS AS PER ASCE 7 USING CORRESPONDING LOADS. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE 3. ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. APPROVED AS OOMPIYINS WRB THE 80DEN FLORIDA BUILDING CODE DA YvD �4.t BY T CONTROL DIVISION BUDDING CODE C0*I'U RCE ACCEPTANCE NO. 81 -017-1-. Engn OR. t41MAYOUN FAR000 STRUCTURES FLA. PE } 1£757 JAN 15 1 i 1 C7 drawing no. WO1 -83 sheet 1 of 7 WELDED CORNERS TPSM PART # QUANTITY D89C[UPr1ON MATERIAL MANP. /BUPPUEB/ESMARICS 1 OR-3811 4 FRAME 8063 -18 INDALEX OR EQUN. 2 C01 -387 4 VENT 8083 -16 WOAIE% OR EQUN. 2A CGI -38710 4 VENT (INSUL GLASS) 80633 -T8 91DALEX OR EOUN. 3 CCX- 4 GLAZING BEAD 60833 -75 MEN= 09 EQUN. 4 - AS RECO. (DAZING BEAD SCREWS O 6' FROM ENDS & 20' 0.8. MAX. - /12 X 5/8" SINS 5 - - GLAZING COMPOUND SIUCONE GE -1000 ( NON - IMPACT ) 6A - - OUZRIO COMP0 »A SILICONE GE -1200 ( IMPACT ) 6 - 4 1/2' X . 090' 89101.E FACED GIAZINO TAPE FOAM - 7 0200 5190 AS REDO. VENT WEATHERSTRIPPING - SCHLEGEL 0-LON 0 - AS REOD. VENT SCREWS 0 17' G.Q. TYP. - #10.X 1' SS 51S 9 - 2/ CORNER FRAME AND VENT ASSEMBLY SCREWS - #10 X 1 -1/4' SS SMS MITERED COPED 90' CORNERS ONLY VENT CORNER ALL FRAME AND VENT CORNERS 10 BE SEALED WITH GE SILPRUF OR EQUN. WINDOW WIDTH TUMBSTONE MITERED COPED 90' CORNERS ONLY FRAME CORNER W WINDOW WIDTH WINDOW WIDTH Hafig4tl ELLlEBE VERIFY LOAD CAPACITY OF WINDOW BY INSCRIBING SHAPE OF WINDOW WITHIN A RECTANGULAR OR SQUARE SHAPE AND USING THOSE DIMENSIONS TO CONSULT CHARTS ON SHEETS 3, 4 & 5 FOR GLASS (IMPACT AND NON — IMPACT) AND SHEET 7 FOR ANCHORS AS ON SAMPLE ABOVE. \.N WINDOW YAM ARCH TOP J WINDOW WIDTH SQUARE OR RECTANGLE APPROVED 50 COMPLYING WITH THE 8011TH 81RLDRt8 LODE 'y0t By /M' CT CONTROL DIVISION BUDDING 0005 COMPLIANCE ACCEPTANCE no 01' .100 1.510 .798 FRAME 1.625 .625 1.500 2.215 .100 .180 1.825 1 En9r. Orrt. 1�UAY.IDUN FAR000 FJI E U # 16357 JAN 15 2502 2.215 x.100 --- 1.805 ---�I VENT (INSUL GLASS .750 1+.125 GLAZING STOP h g z drawing no. WO1 -83 heat 2 of 7 PERFORMANCE VALUES REFER TO SHEETS OF IMPACT RESISTANT WINDOWS DETAILS NO SHUTTERS REQUIRED 8 4N0 7 FOR INSTALLATION WINDOW DIMS, GLASS TYPE '2' GLASS TYPE '3' GLASS TYPE '6' WIDTH LENGTH EXT. ( +) INT. (-) EXT. ( +) INT. (-) EXT. ( +) 1NT. ( -) 24" 30' 11._ 42" 48" 84" 80' 3 110.0 145.5 110.0 157.5 110.0 195.8 104.3 104.3 110.0 144.0 110.0 156.8 92.5 823 - -1111b .....__-130.0' 88.4 110.0 130.5 87.7 87.7 110.0 120.0 110.0 120.0 58.5 68.5 110.0 120.0 110.0 120.0 52.0 52.0 110.0 115.1 110.0 120.0 46.8 48.6 j02.7 La../ :_i 110.0 120.0 24" 30" 38' 4z 48' 54' 60" , '.;- 110.0 127.2 110.0 157.5 110.0 193.8 86.7 86.7 110.0 144.0 110.0 158.8 67.7 87.7 110.0 120.0 110.0 120.0 88.7 88.7 - 102.5 - -1041_11: 98.9 111.9 80.8 80.8 102.9 102.9 96.9 111.9 54.3 54.3 92.8 92.6 96.9 111.9 48.1 48.1 81.7 81.7 90.0 90.0 24" 30' 38" 42" 48' 54" 80" 48' 110.0 111.2 110.0 157.5 110.0 184.4 74.5 74.5 110.0 120.0 110.0 120.0 38.5 58.5 110.0 120.0 110.0 120.0 80.8 60.6 102.9 102.9 96.9 111.9 54.2 54.2 90.0 90.0 84.8 97.9 48.9 48.9 78.6 78.8 90.0 90.0 44.1 44.1 69.8 80.8 90.0 90.0 24" 30" 38' 42" 48" 54' 80' 54" 103.8 103.8 110.0 154.3 110.0 177.8 66.0 88.0 110.0 120.0 110.0 120.0 52.0 52,0 110.0 115.1 110.0 120.0 54.3 54.3 92.8 92.6 98.9 111.9 48.9 48.9 78.6 78.8 90.0 90.0 44.9 449 68.4 88.4 80.0 80.0 40.7 40.7 80.4 60.4 80.0 80.0 24" 30' 38" 42' 48' 54' 60' 80' 100.8 100.8 110.0 120.0 110.0 120.0 59.8 59.8 110.0 120.0 110.0 120.0 48.6 458 102.7 102.7 110.0 120.0 48.1 48.1 81.7 81.7 80.0 90.0 44.1 44.1 69.8 89.8 90.0 90.0 40.7 40.7 60.4 80.4 80.0 80.0 - - - - 70.0 70.0 24 30' 36" 42" 48" 54" 80" 98' 93.0 93.0 110.0 120.0 110.0 120.0 57.8 57.8 110.0 120.0 110.0 120.0 41.4 41.4 90.0 90.0 90.0 90.0 43.5 43.5 74.4 74.4 90.0 90.0 40.3 40.3 824 82.4 90.0 90.0 - - - - 70.0 70.0 - - - - 70.0 70.0 24" 30" 38" 42' 48" 60" or or 8Y 91.9 91.9 110.0 120.0 110.0 120.0 53.5 53.5 110.0 120.0 110.0 120.0 72" 38.4 38.4 89.2 89.2 90.0 90.0 39.2 39.2 68.2 88.2 90.0 90.0 35.5 35.5 58.8 58.8 90.0 90.0 - - - - 70.0 70.0 - - - - 80.8 68.8 - - - - 853 85.5 - - - - 50.0 50.0 PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS No SHUTTERS REQUIRED REFER TO SHEETS 6 AND 7 FOR INSTALLATION DETAILS MOOT D1TA9. GLASS TYPE '2' GLASS TYPE '3' GLASS TYPE '8' WIDTH LENGTH EX%. (4) INT. ( -) EXT. (4) 1NT. ( -) EXT. (4) 1NT. ( -) 24' 30" 38' . 42" 80" 81" 78" 91.3 91.3 110.0 120.0 110.0 120.0 51.7 51.7 90.0 90.0 90.0 90.0 353 353 82.7 82.7 90.0 90.0 34.8 34.8 84.8 84.8 90.0 00.0 70.0 70.0 50.0 50.0 24' 30' 38" 57" 75' 84" 85.8 85.8 110.0 120.0 110.0 49.3 33.4 49.3 90.0 90.0 90.0 120.0 90.0 33.4 81.0 81.0 90.0 90.0 70.0 70.0 50.0 50.0 24" 30' 38' 51' 88' 98" 78.1 78.1 110.0 120.0 110.0 120.0 48.9 48.9 90.0 90.0 90.0 90.0 31.7 31.7 78.8 789 90.0 90.0 70.0 70.0 50.0 50.0 24" 30" 38' 45" 80' 108" 59.0 59.0 90.0 90.0 90.0 90.0 44.9 44.9 90.0 90.0 80.0 90.0 70.0 70.0 70.0 70.0 50.0 50.0 24" 39' 54' 120' 45.8 45.8 90.0 90.0 90.0 90.0 70.0 70.0 50.0 50.0 48" +32`3 770.0 a0 50.0 50.0 33" or 144" 70.0 70.0 50.0 50.0 30' 39. 155" 70.0 70.0 80.0 50.0 WINDOW LENGTH 3 WOW. WIDTH PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS NO SHUTTERS REQUIRED REFER TO SHEETS 8 AND 7 FOR INSTALLATION DETAILS WINDOW DT107. 01859 Typo '2' GLASS TYPE '3' GLASS TYPE '8' WIDTH LENGTH EXT. (4) 1NT. ( -) EXT. (4) 1NT. ( -) EXT. (4) 151'. ( -) 19 -1/8" 28 -1/2" 37' 53-1/8" 28 110.0 1873 110.0 157.5 110.0 210.0 110.0 157.5 110.0 157.5 110.0 180.7 110.0 12.3.0 110.0 157.5 110.0 180.7 88.4 88.4 110.0 120.0 110.0 120.0 1, -1/8' 28 -1/2" 37' 53-1/8' 38 -3/8' 110.0 157.5 110.0 157.5 110.0 210.0 110.0 114.2 110.0 157.5 110.0 1773 73.5 73.5 110.0 118.8 110.0 120.0 49.8 49.8 106.0 10160 108.1 120.0 19 -1/8' 28- 1/2"5, 37' 53 -1/8" 110.0 157.5 110.0 157.5 110.0 210.0 88.1 88.1 110.0 120.0 110.0 120.0 54.2 54.2 110.0 118.8 110.0 120.0 47.3 47.3 75.1 75.1 85.3 85.3 19-1/8" 28 -1/2' 37" 53 -1/8" 110.0 157.5 110.0 157.5 110.0 204.8 74.8 74.8 110.0 120.0 110.0 120.0 42.8 42.8 93.1 93.1 110.0 120.0 39.4 39.4 58.3 58.3 81.3 81.3 19-1/8" 28 -1/2" 37' 53 -1/8" 74 -1/4' 110.0 120.0 110.0 120.0 110.0 120.0 80'7 89.7 110.0 120.0 110.0 120.0 35.9 35.9 82.9 82.9 90.0 90.0 - - - - 70.0 70.0 1/8" ANN. GLASS 090 INTERLAYER SAfLOt PV8 1/8" ANN. GLASS SI SILICONE 5/18" NOMINAL GLASS TYPE '2' 810114 ANO LENGTM DIMENSIONS CAN 99 ORIENTED APPROVED AS COMPLYN9 WRN THE VERTICALLY OR HORIZONTALLY AS SHOWN. SOWN NORMA 8119218 MOE DA %1 , 2 604_ P80DUCr CONTROL ammo 8UNOINO CODE COMPLIANCE MOM ACCEPTANCE 80. 2.1: tie S 7/18" NOMINAL GLASS TYPE "3' 3/18" HEAT STREN'O GLASS .090 SAFLEX 8VB 1NTERLAYER /18" HEAT STRUM/ GLASS GE -1509 SD.ICONE 9/18" NOMINAL GLASS TYPE 9664 dA. HUYAYOLIN FAR000 FAA. '9 16657 JAN 15 2502 drawing no. WO1 -83 (Sheet 3of 7 PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS NO SHUTTERS REQUIRED REFER TO SHEETS 6 AND 7 FOR INSTALLATION DETAILS WINDOW DIMS. GLASS TYPE '2A' GLASS TYPE '3A' WIDTH LENGTH at ( +) TNT. ( -) EXT. ( +) 1NT. ( -) 24" INT. (-) 110.0 157.0 110.0 1989 30" 120.0 110.0 112.8 110.0 158.6 38' 90.0 89.0 89.0 110.0 130.5 42" 38" 73.1 73.1 110.0 120.0 48' 90.0 63.1 63.1 110.0 120.0 54" 120.0 58.1 58.1 110.0 120.0 80" 90.0 50.3 50.3 110.0 120.0 24" 90.0 110.0 137.3 110.0 193.8 30" 120.0 93.8 93.6 110.0 156.8 38' 90.0 73.1 73.1 110.0 120.0 42' 42" 74.8 74.8 96.9 111.9 48" 90.0 68.0 88.0 96.9 111.9 54' 90.0 59.1 59.1 96.9 111.9 80" 90.0 523 52.5 90.0 90.0 24" 210.0 110.0 120.0 110.0 184.4 30" 180.7 803 80.5 110.0 120.0 38' 180.7 63.1 63.1 110.0 1 20.0 42" 48" 88.0 88.0 96.9 1119 48' 210.0 59.0 59.0 84.8 979 54' 177.3 53.2 532 90.0 90.0 60' 120.0 48.0 48.0 90.0 90.0 24' 120.0 110.0 112.0 110.0 177.8 30" 210.0 71.2 71.2 110.0 120.0 38" 189.7 58.1 56.1 110.0 120.0 42" 54' 59.1 59.1 99.9 111.9 48' 85.3 53.2 832 90.0 90.0 54' 204.6 48.9 48.9 80.0 80.0 60" 120.0 44.3 44.3 80.0 80.0 24' 120.0 108.8 108.8 110.0 120.0 30' 81.3 84.5 643 110.0 120.0 38' 120.0 50.3 50.3 110.0 120.0 42" 80" 52.5 52.5 90.0 90.0 48' 90.0 48.0 48.0 90.0 90.0 54" 44.3 443 80.0 80.0 24' 100.4 100.4 110.0 120.0 30' 62.4 82.4 110.0 120.0 36' 68" 44.7 44.7 90.0 90.0 42' 47.4 47.4 90.0 90.0 48" 43.9 43.9 90.0 90.0 24" 99.2 992 110.0 120.0 30' 87.7 57.7 110.0 120.0 38" 12" 41.4 41.4 90.0 90.0 42" 42.7 42.7 90.0 90.0 48' 38.8 38.8 90.0 90.0 PERFORMANCE VALUES OF IMPACT RESISTANT WIDOWS NO SHUTTERS REQUIRED TO SHEETS 8 AND 7 FOR INSTALLATION DETAILS REFER WINDOW DOB. was TYPE '2A' GLA98 MB 'IA' WIDTH LENGTH EXi. (+) INT. ( -) EXT. ( +) INT. (-) 24' 98.8 98.8 110.0 120.0 30' 55.8 55.8 90.0 90.0 3 8" 78' 383 383 90.0 90.0 42' 37.9 37.9 90.0 90.0 24' 92.4 92.4 110.0 120.0 30' 84' 53.2 53.2 90.0 90.0 38' 36A 38.0 90.0 90.0 24' 84.3 84.3 110.0 120.0 30' 98" 50.8 50.6 90.0 90.0 36' 34.2 34.2 90.0 90.0 24' 108" 83.7 63.7 90.0 90.0 30' 48.5 48.5 90.0 90.0 24" 120' 49.2 49.2 90.0 90.0 19 -1/8' 110.0 170.0 110.0 210.0 28-1/2* 110.0 188.2 110.0 180.7 37' 26' 110.0 132.7 110.0 180.7 53 -1/8" 93.2 93.2 110.0 120.0 19 -1/8" 110.0 170.0 110.0 210.0 26-1/2' 38 110.0 123.3 110.0 177.3 37' -3/8• 792 79.2 110.0 120.0 53-1/8- 53.7 53.7 108.1 120.0 19 -1 /8" 110.0 170.0 110.0 210.0 28-1/2" 50-8/8" 95.1 95.1 110.0 189.7 37" 58.5 58.5 110.0 120.0 53 -1/8" 51.8 51.8 85.3 85.3 19-1/8' 110.0 170.0 110.0 204.6 28-1/2- 80.8 80.8 110.0 120.0 37* 8.3" 46.2 48.2 110.0 120.0 53 -1/8' 42.9 429 81.3 81.3 19-1/8" 110.0 120.0 110.0 120.0 28 -1/2" 74 -1/4" 75.2 75.2 110.0 120.0 37' 38.8 _ 38.8 90.0 90.0 N'DW. WIDTH VANDOW LENGTH 61 WIDTH AND LENGTH DIMENSIONS CAN BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE 1/8' TEMP. GLASS 1/8' ANN. GLASS .090 INTERLAYER DARER PVB k 1/8' ANN. GLASS #11113 '53354 1200GE- RELIcaN rallV 3/4" INSULATED GLASS TYPE '2A' 1/8" TEMP. GLASS 1/8' TEMP. GLASS .090 INTERIAYER SAFLEX PV8 1/8" TEMP. GLASS 3 4" INSULATE GLASS TYPE '3A' DE -1200 SILICONE SEE SHEETS 6 & 7 FOR ANCHORS APPROVED A3 CONFORM WITH THE SOUTH FLORIDA 95110119 CODE OA u ► 11 51 6018801 8963188 CODE mAIWLMTpf e(A.A a� 'IWM4YOUN PAR000 moms N.A. %. PEPE / 10 1661!7 JAN 15 2002 (sheet 4of 7j 1/4" ANN. GLASS 3/18' ANN. GLASS 3/18' TEMP. GLASS 3/18' TEMP. GLASS 3/18' ANN. GLASS SE -1000 jj 0E -1000 SILICONE 3 SILICONE r T .,, r 08_1000 r 1/4" NOMINAL 3/4" OVERALL INSUL. ANN, GLASS TYPE '4' ALT. GLASS TYPE '4A' 3/18" NOMINAL GLASS TYPE '5' PERFORMANCE VALUES OF NON - IMPACT RESISTANT WINDOWS DADE COUNTY APPROVED IMPACT RESISTANT MUTTERS REQUIRED REFER To SHEETS 6 AND 7 FOR INSTALLATION DETAILS WINDOW DIMS. GLASS TYPE '4' GLASS TYPE '4A' GLASS TYPE 'S' &'SA' WIOTN LENGTH OCT. ( +) 1NT. ( -) EXT. ( +) INT. (-) EXT. ( +) TNT. ( -) 24" 30" 38' 42' 46' 54' e0" 38' 92.5 92.5 92.5 92.5 110.0 195.8 74.0 74.0 74.0 74.0 110.0 156.8 81.7 81.7. 81.7 81.7 110.0 130.5 81.7 81.7 61.7 61.7 110.0 130.5 81.7 81.7 81.7 81.7 110.0 130.5 81.7 81.7 81.7 81.7 110.0 130.5 57.7 57.7 61.7 81.7 110.0 130.5 24' 30' 38' 42' 48' 54' 42" 91.5 91.5 91.5 91.5 110.0 193.8 74.0 74.0 74.0 74.0 110.0 158.8 81.7 81.7 81.7 81.7 110.0 130.5 52.9 52.9 52.9 52.9 98.9 111.9 52.9 52.9 52.9 52.9 98.9 111.9 52.9 52.9 52.9 52.9 98.9 111.9 24' 30' 36' 42' 48" 48' 87.1 87.1 87.1 87,1 110.0 184.4 74.0 74.0 74.0 74.0 110.0 158.8 81.7 81.7 81.7 81.7 110.0 130.5 52.9 52.9 52.9 52.9 98.9 111.9 46.3 48.3 48.3 46.3 84.8 97.9 24' 30" 38' 42' 54' 84.0 84.0 84.0 84.0 110.0 177.8 72.4 72.4 72.4 72.4 110.0 153.2 101.1 61.7 61.7 81.7 81.7 110.0 130.5 80.2 52.9 52.9 52.9 52.9 98.9 111.9 3/4" OVERALL INSUL. TEMP. ALT. GLASS TYPE '5A' PERFORMANCE VALUES OF NON- IMPACT RESISTANT WINDOWS DADE COUNTY APPROVED IMPACT RESISTANT SHUTTERS REQUIRED REFER TO SHEETS 6 AND 7 FOR INSTALLATION DETAILS WINDOW DIMS. GLASS TYPE '4' GLASS TYPE '4A' GLASS TYPE '5' &'5A' WIDTH LENGTH EXT. ( +) 1NT. (-) EXT. ( +) 1NT. (-) ENT. ( +) TNT. (-) 24' 30" 38' 60' 81.7 81.7 81.7 81.7 110.0 172.9 69.7 89.7 69.7 69.7 110.0 147.5 57.7 57.7 81.7 81.7 110.0 130.5 24" 30' 66' 79.9 79.9 79.9 79.9 110.0 169.0 87.8 87.8 87.8 67.8 110.0 143.2 24" 30" 72" 78.4 78.4 78.4 78.4 110.0 168.0 84.4 64.4 66.0 68.0 110.0 139.8 24" 78' 77.2 77.2 77.2 77.2 110.0 163.4 24" 84" 78.2 78.2 76.2 78.2 110.0 181.3 24' 96' 74.7 74.7 74.7 74.7 110.0 158.1 19-1/8' 26 -1/2' 37' 53 -1/8' 28' 110.0 118.1 110.0`'. 118.1 110.0 210.0 85.4 85.4 85.4 85.4 110.0 180.7 85.4 85.4 85.4 85.4 110.0 180.7 79.9 79.9 79.9 79.9 110.0 189.0 19-1/8' 28-1/2' 37' 53 -1/8' 38-3/8' 109.2 109.2 109.2 109.2 110.0 210.0 83.8 83.8 83.8 83.8 110.0 177.3 60.0 60.0 80.0 60.0 110.0 127.0 57.9 57.9 57.9 57.9 107.1 123.7 19 -1/8' 26 -1/2' 3i 101.1 101.1 101.1 101.1 110.0 210.0 50 -5/8' 80.2 80.2 80.2 80,2 110.0 189.7 60.0 60.0 60.0 60.0 110.0 127.0 19 -1/8' 28 -1/2" 37' 96.7 98.7 96.7 96.7 110.0 204.8 83' 74.9 74,9 74.9 74.9 110.0 158,8 53.8 53.6 80.0 60.0 110.0 127.0 19-1/8" 26 -1/2' 74 -1/4" 94.1 94.1 94.1 94.1 110.0 199.2 72.0 72.0 72.0 724 110.0 152.5 APPROVED AS COMPLYING 81111 THE SOUTH FLORIDA WRLOINO CODE f8 08 8Y PRODUCT CONTROL 6U11D1NG CODE COMPLLARCE OFFICE ACCEPTANCE NO " - 0122' °S 5 RA. PE / 16657 JAN 15 2002 (sheet 5 of 7 ) INSTALLATION TYPE '1' INSTALL/1270N CONDITIONS (APPLIES TO ALL F'OUR 'SIDES') FOR ANCHOR PERFORMANCE VALUES SEE SHEET 6 1 3/8' 2 1/8' WOOD BUCK TYPE '1' mum: PRESSURE TREATED TYPICAL INSTALLATION DETAIL ON ALL FOUR SIDES /USING WOOQ t 2 1/8' INSTALLATION TYPE '2' WOOD BUCK TYPE '2' 2I81:EPA: PRESSURE TREATED TYPICAL INSTALLATION DETAIL ON ALL FOUR SIDES /USING WOOD Y. 3/16' TAPCDNS, 1 -3/8' EMBED 1/4' TAPCDNS, 1 -1/2' EMBED SEAtAN1 yr ;" CIC INSTAUATION BY OTHERS INSTALLATION TYPE '3' 1 3/8' 2 7/8' WOOD BUCK TYPE '3' A8R818L: PRESSURE TREATED TYPICAL INSTALLATION DETAIL ON ALL FOUR SIDES/USING WOOQ 3/16' TAPCaNS, 1 -3/8' EMBED 1/4' TAPCDNS, 1 -1/2' EMBED INSTALLATION TYPE '4' 2 1/8' MIN. WOOD BUCK TYPE '4' 1I8T0a: PRESSURE TREATED TYPICAL INSTALLATION DETAIL ON ALL FOUR SIDES /USING WOOQ asuman rJ. PE Y 1f8S7 W000 BUCKS NOT BY CGI CORP., MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. APPROVED AS COMPLYING WRY THE SOUTH FLORIDA BUILDING CODE PRODUCT CONTROL MON NUM CODE corium OFFICE JAN 1 5 2002 ACCEPTANCE NO 8 'i2.OS ATTACHMENT TO APPROVED MULUON$ Og c 86 g aiWRZ c r• 8 � a 2 =cam co In N 3�I M 1 Nun :01111 LAMM drawing no. WO1 -83 sheet B of 7 PERFORMANCE VALUES FOR INSTALLATION OF ANCHORS TYPE 'A' 13' OR 'C' REFER TO SHEET 8 FOR DETAILS PERFORMANCE VALVE8 FOR INSTALLATION OF ANCHORS TYPE 'A' 'H' OR 'C' REFER TO SHEET O FOR DETAILS , PERFORMANCE VALVES FOR INSTALLATION 09 ANCHORS TYPE 'A' '8' OR 'C' REFER TO SHEET 8 FOR DETAEB - Ii_ WINVOtF DD1(8. ANCHOR TYPE 'A' ANCHOR TYPE 'B' ANCHOR TYPE 'C' WINDOW DIMS. ANCHOR TYPE 'A' ANCHOR TYPE 'B' ANCHOR TYPE 'C' WINDOW 03138. ANCHOR TYPE 'A ANCHOR TYPE 'H' ANCHOR TYPE 'C' AL— FAROOQ CORPORATION .; MOWERS, PLANNERS & PRODUCT DEMON - 1235 SW 87 AVE NVWI, FLORIDA 33174 T. (305) 264 --8100 FAX. (305) 262 - 5978, -i a 8 WIDTH LENGTH WIDTH LENGTH WIDTH LENGTH 24' 30' 36' 42' 48' 54' 60' 36' 198.0 220.0 220.0 24' 30' 36' 42' 48' 54' 60' 66' 72' 78' 78 144.0 172.4 200.7 19 -1/8' 26 -1/2' 37' 53 -1/8' 26 220.0 220.0 220.0 158.4 189.6 220.0 115.2 137.9 160.6 814.0 220.0 220.0 132.0 158.0 184.0 96.0 .114.9 133.8 175.5 210.0 • 220.0 105.6 126.4 147.2 82.3 98.5 114.7 160.0 191.5 220.0 132.0 158.0 184.0 72.0 86.2 100.4 19 -1/8' 26 -1/2' 37' 53 -1/8' 38-3/8' 220.0 220.0 220.0 113.1 135.4 157.7 64.0 76.6 89.2 163.2 195.3 220.0 99.0 118.5 138.0 57.6 68.9 80.3 116.9 139.9 162.9 24' 30' 36' 42' 48' 54' 60' 42' 158.4 189,6 220.0 52.4 62.7 73.0 108.4 129.8 151.1 126.7 151.7 176.6 48.0 57.5 66.9 19 -1/8' 26 -1/2' 37' 53 -1/8' 50-3/8' 220.0 220.0 220.0 105.6 126.4 147.2 44.3 33.0 61.8 167,1 200.1 220.0 90.5 108.3 126.2 24' 30' 36' 42' 48' 54' 60' 66' 72' 84' 165.0 197.5 220.0 119.7 143.3 166.9 113.1 135.4 157.7 132.0 158.0 184.0 82,2 98.4 114.3 97.0 116.1 135.2 110.0 131.7 153.3 19 -1/8' 26 -1/2' 37' 53 -1/8' 63 175.4 209.9 220.0 94.9 101.6 118.3 94.3 112.9 131.4 126.6 151.5 176.4 24' 30' 36' 42' 48' 54' 60' 48' 198.0 220.0 220.0 82.5 98.8 115.0 90.7 108.5 126.4 1 63.1 75.6 88.0 158.4 189.6 220.0 73.3 87.9 102.2 132.0 158.0 184.0 66.0 79.0 ., 92.0 19 -1/8' 26 -1/2• 37' 53 -1/8' 74 1/4 191.6 220.0 220.0 113.1 135.4 137.7 60.0 71.8 83.6 138.3 165.5 192.7 99.0 118.5 138.0 55.0 65.8 76.7 99.0 118.5 138.0 84.9 101.6 118.3 24' 30' 36' 42' 48' 54' 60' 66' 72' 96' 141.4 169.3 197.1 69.0 82.6 96.1 74.3 88.9 103.5 113.1 135.4 157.7 WIDTH 24' 30' 36' 42' 48' 54' 60' 54' 169.7 203.1 220.0 94.3 112.9 131.4' SERIES -238 DESIGNER CONSTRUCTION GUS 7840 N.W. 62 nd STR MIAMI. FL. 33166 TEL (305) 893 -6590 FAX 135.8 162.3 189.3 80.8 96.7 112.7 113.1 135.4 157.7 70.7 84.6 98.6 j% /// �/ WINDOW LENGTH 97.0 116.1 135.2 62.9 75.2 87.6 1 84.9 101.6 118.3 56.6 67.7 78.9 75.4 90.3 105.1 51.4 616 71.7 -' /� /. '��j %/ z 66.0 79.0 92.0 47.1 56.4 63.7 24' 30' 36' 42' 48' 54' 60' 60' 148.5 177.8 207.0 24• 30' 36' 42' 48' 84' 60' 108' 148.5 177.8 118.8 142.2 165.6 118.9 142.2 1656 165.6 Ate.' WIDTH AND LENGTH DIMENSIONS CAN BE ORIENTED VERTICALLY 08 HORIZONTALLY AS SHOWN ABOVE. APPROVED AS moms 15 Tk! ICI ANCHOR.% CODE A = 3/18' TAPCON$ B 99.0 118.5 138.0 99.0 118.5 138,0 84.9 101.6 118.3 84.9 101.6 118.3 IV 74.3 88.9 103.5 74.3 88.9 103.5 66.0 79.0 92.0 66.0 79.0 92.0 59.4 71.1 82.8 59.4 71.1 82.8 24' 30' 36' 42' 48' 54' 60' 66• 176.0 210.7 220.0 24' 30' 36' 42' 48• 54• 120 154.0 184.3 214,7 140.8 168.5 196.3 123.2 147.5 171.7 117.3 140.4 163.6 102.7 122.9 143.1 100.6 120.4 140.2 INTO 28Y BUCKS OR WOOD STRUCTURES CON7Rot DMS 1 -3/8" MIN. EMBEDMENT 1C� THRU 1 BY WOOD BUCKS INTO MASONRY ACCEPTANCE NO, 0 2 gyp 3' OR DIRECTLY INTO MASONRY - 1 -1/4' MIN. MASONRY EMBED B = 1/4" TAPCON$ 98.0 105.3 122.7 98.0 103.3 122.7 77.0 92.2 107.3 78.2 93.6 109.0 it 68.4 81.9 95.4 70.4 84.3 98.1 24' 30' 36• 42' 48' 132' 158.4 189.6 220.0 11 24' 30' 36' 42' 48' 54• 60• 72' 138.4 189.6 220.0 126.7 151.7 176.6 126.7 151.7 176.6 105.6 126.4 147.2 Tu� C� 105.6 126.4 147.2 90.5 108.3 126.2 90.5 108.3 126.2 79.2 94.8 110.4 INTO 2BY BUCKS OR WOOD STRUCTURES 1-1/2" MIN. WOOD EMBEDMENT ` R ' 79.2 94.8 110.4 24' 30• 36' 42' 48' 144' 144.0 172.4 200.7 C 1 /4' TAPC0N BTRUCNRFS FARIX>D PIA Fe lg 16807 ^'6 JAN 15 2002 70.4 84.3 98.1 115.2 137.9 160.6 63.4 75.8 88.3 96.0 114.9 133.8 THRU WOOD BUCKS INTO MASONRY 1 -1/4" MIN. MASONRY EMBED X10 SMS INTO APPROVED MUUJONS 82.3 98.3 114.7 72.0 86.2 100.4 24• 30• 36' 42' 156 148.8 177.8 207.0 drawing no. W01 -83 118.8 142.2 165.6 99.0 118.5 138.0 1 TAPCONS AS MANUFACTURED BY ELCO.I 84.9 101.6 118.3 (sheet 7 of 7 MIA M MADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Construction Glass Industries Corp. 7840 NW 62" Street Miami, FL 33166 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration dare stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity. Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "450" I/O Aluminum Storefront Door w/Sidelites APPROVAL DOCUMENT: Drawing No.W98 -01, titled "Series 450 Doors & Sidelites ", sheets 1 through 7 of 7, prepared by Al Farooq Corporation, dated 10/20 /97 with revision on 8/5/03, signed and sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration MP may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 01- 1109.03 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Theodore Berman, P.E. NOA No 03- 0422.02 Expiration Date: November 09, 2006 Approval Date: September 25, 2003 Page 1 Construction Glass Industries Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.W98 -01, titled "Series 450 Doors & Sidelites ", sheets 1 through 7 of 7, prepared by Al Farooq Corporation, dated 10/20 /97 with revision on 8/5/03, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of a aluminum sliding glass door, prepared by Hurricane Test Laboratory, Inc., Test Report No: HTL 0080 - 0402.02, dated 4/1/02, signed and sealed by Vinu 5. Abraham, P.E. Submitted under NOA# 98- 0608.20 2. Test reports on 1) Air infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with manufacturer's parts and section drawing marked -up drawings of an aluminum In/out swing door w /sidelites, by Hurricane Testing Laboratory, Inc., Test Report No. HTL -97055 (0080 - 912 -97) dated 09/23/97 thru 02/27/98 for specimen #1, 2, 3, 4 tested per TAS 202 -94, specimen #4, 5A, 5B, 5C tested per TAS 201 -94 & TAS 203 -94, signed and sealed by Timothy S. Marshall, P.E. B. CALCULATIONS • 1. Anchor and. ASTM- E1300 -98 Calculations, dated 4/1/03, prepared, signed and sealed by Humayoun Farooq, P.E. Sub. ubmitted under NOA# 98-0608.20 2. Anchor Calculations, prepared by Al- Farooq Corporation, dated 04/21/98 and revised on 10/13/98, signed and sealed by Dr. Humayoun Farooq, P.E. E -1 Theodore Berman, P.E. Deputy Director, Product Control Division NOA No 03- 0422.02 Expiration Date: November 09, 2006 Approval Date: September 25, 2003 Construction Glass Industries Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTE!) C. MATERIAL CERTIFICATIONS • Submitted under NOA# 98-0608.20 1. Notice of acceptance No. 03- 0421.02, expires 05/21/06 for "Saflex Keepsafe Maximum" by Solutia Inc. 2. Tensile Test prepared by Metallurgical, Inc., Report No. 8CM -709, dated 04/02/98, for cold roll Aluminum samples, tested per ASTM E8, signed and sealed by Frank Grate, P.E. 3. Tensile Test prepared by Metallurgical, Inc., Report No. 8CM -709, dated 10/02198, for cold roll Aluminum samples, tested per ASTM E-8 and Spectrographic analysis per ASTM E415, signed and sealed by Frank Grate, P.E. D. STATEMENTS 1. Statement letter of no financial interest, dated 4/1/03, signed by Humayoun Farooq, P.E. 2. Statement letter of conformance, dated 4/1/03, signed by Humayoun Farooq, P.E. 3. Laboratory compliance letter for Test Report no. HTL 0080-0402.02, issued by Hurricane Test Laboratory, Inc., dated 11/26/02, signed and sealed by Vinu 1. Abraham, P.E. E. QUALITY ASSURANCE 1. Quality Assurance provided by Miami -Dade County Building Code Compliance Office. F. OTHER 1. Notice of Acceptance No. 01- 1109.03, issued to Construction Glass Industries Corp., Series "450" In / Outswing Aluminum Storefront Door w /Sidelites, approved on 12/20 /01 and expiring on 11/09/06. 2. Letter from the consultant stating that the product is in compliance with the Florida Building Code (FBC). E'- 2 Theodore Berman, Deputy Director, Product Control Division NOA No 03-0422.02 Expiration Date: November 09, 2006 Approval Date: September 25, 2003 TYPICAL ELEVATIO \S FRAME WIDTH 6 7/8' 6 7/8' tzt MI 0 01 OUTSWING INSWING SADDLE SILL STEPS TO USE CHARTS /GRAPHS SEE SHEETS 6, 6A & 7. 6 7/8' FRAME WIDTH 11 1/4' D D� ENGINEER : Al Farooq Corporation Dr. Humayoun Farooq Structural —Fla. PE # 16557 • • A ``\ / / A • • `u I / date : 10 -20 -97 sheet 1 el / / / / / • / / •A ,, `\ A , MULTIPLE SIDELITES AVAILABLE • oto PANEL WIDTH D.L. OPG. WIDTH 24' 12 -7/8' 30' 18 -7/8' 36' 24 7/8' 42' 30 -7/8' PANEL HEIGHT D.L. DPG. HEIGHT 80' 66 -1/2' 84' 70 -1/2' 90' 76 -1/2' 96' 82 -1/2' 108' 94 -1/2' LEGEND _ —0 — 0UTSWING DOOR DETAIL —I — INSWING DOOR DETAIL — ITEM DESCRIPTION (see sheet 2 of 7) revisions: A 11.01.51 MART Rat PER AIIM E -I380 8 187 104 8 11.1422 MAW nMEI WA OWL CUSS KM Na WAGE INS SHEET C 8.0623 DR. HUMAYOUN FARdOG STRUCTURES FLA. PE j 18557 W98 -01 EflL CORPORATION construction glass industry corporation 7840 northwest 62 street micro', Florida 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Farooq Corporation Dr. Humayoun Farooq Structural —Fla. PE # 16557 • • A ``\ / / A • • `u I / date : 10 -20 -97 sheet 1 of 7 / / / / • / / •A ,, `\ A , i MULTIPLE SIDELITES AVAILABLE • oto PANEL WIDTH D.L. OPG. WIDTH 24' 12 -7/8' 30' 18 -7/8' 36' 24 7/8' 42' 30 -7/8' PANEL HEIGHT D.L. DPG. HEIGHT 80' 66 -1/2' 84' 70 -1/2' 90' 76 -1/2' 96' 82 -1/2' 108' 94 -1/2' LEGEND _ —0 — 0UTSWING DOOR DETAIL —I — INSWING DOOR DETAIL — ITEM DESCRIPTION (see sheet 2 of 7) revisions: A 11.01.51 MART Rat PER AIIM E -I380 8 187 104 8 11.1422 MAW nMEI WA OWL CUSS KM Na WAGE INS SHEET C 8.0623 DR. HUMAYOUN FARdOG STRUCTURES FLA. PE j 18557 W98 -01 EflL CORPORATION construction glass industry corporation 7840 northwest 62 street micro', Florida 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Farooq Corporation Dr. Humayoun Farooq Structural —Fla. PE # 16557 date : 10 -20 -97 sheet 1 of 7 TYPICAL ELEVATI O\ S TRUE HORIZONTAL MUNT1N (1 OR MORE PER PANEL) OPTIONAL TRUE MUNTINS DOOR OR SIDELITE RESIDENTIAL HARDWARE 3/18' ANN. GLASS 3/16' 11.5. 61.855 .090 PV9 LAYER .090 NEI LAYER SAFLEX SAFIla 3/18' ANN. GLASS 3/16' H.S. GLASS 1/8' OR 1/4' MAR. GLASS GLASS TYPE 13A 12 COMMERCIAL HARDWARE HINGE LOCATIONS MAX. DOOR HEIGHT 1 i i I I MAX. SPACING 1 3 \ 108 4 30 1/2' _ . . . \ i i i • 12 COMMERCIAL HARDWARE HINGE LOCATIONS MAX. DOOR HEIGHT NO. READ. MAX. SPACING UPTO 7' -6 3/4' 3 35 1/2' ABOVE 7' -6 3/4' 4 30 1/2' _ HARDWARE DESCRIPTION Y GLASS TYPE 13B TYPICAL GLAZING DETAILS Engr: DR. HUMAYOUN FAR= STRUCTURES FIA. PE f 16557 JG 9 PRODUCT mynas ✓ scomPlyhtawPWaleflorlda Saidisgalde /i+eeepoamoNo09 - 22,01 Date A82 SPACE 3/16' ANN. GLASS 890 PV9 LATER S4FLE% 3/18' ANN. GLASS GLASS TYPE 13C LEGEND _ -0 - OUTSWING DOOR DETAIL -I - INSWING DOOR DETAIL - ITEM DESCRIPTION (see sheet 2 of 7) W9B -01 • Ewa' CORPORATION construction glass industries corporation 7840 northwest 62 street miami, nordo 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Forooq Corporation Dr. Humayaun Farooq Structural -Fla. PE # 16557 date : 10 -20 -97 sheet IA of 7 BILL OF MATERIALS TEM 1 2A 2B 2C 3 4 5 6 7 8 9 10 1 OA 108 11 12 DESCRIPTION #12 X 1 1/4" HEX HEAD S/S SMS (3 PER CONNECTION) 3/8 -16 FULLY THREADED CONTINUOUS ROD 3/8 -16 HEX NUT 1 1/2" X 1 1/2" X 3/16 "THK. ALUMINUM PLATE SHEAR CLIP (EXT. NO. 506) DOUBLE 9/32" DIA. JAMB INSTLL. HOLES AT 6" FROM ENDS & 24 3/16" 0.C. MAX. 9/32" DIA. HEAD & SILL INSTLL. HOLES AT 6" FROM ENDS, 3 CENTER OF PAIRS SPACED 6" 0.C. & 24" Q.C. MAX. #10 X 1" PH -PH -SS TEKS SCREW, © 3" & 7" FROM ENDS & 24" 0.C. MAX. #14 X 3/4" HEX HEAD S/S TEKS SCREW AT 6" FROM ENDS & 24 3/16" 0.C. MAX. .320 HIGH WOOL PILE WITH CENTER FIN (ULTRAFAB # 3032) .350 HIGH FOAM -TITE WEATHERSEAL (AMESBURY # 32011) THREE POINT LOCK AT ACTIVE LEAF CUSTOM CGI THREE POINT LOCK MECHANISM WHICH CONSISTS OF (1) TITAN KWIKSET SERIES 780 DEADBOLT (OR EQUAL) (2) DEADBOLT LATCH (TOP & BOTTOM) AND CUSTOM CGI INTERIOR LINKAGE MECHANISM REFLECTOLITE SERIES 6000 THREE POINT LOCK MECHANISM HAGER 4 1/2" X 4" SOLID BRASS (OR S /S) HINGE SECURED WITH (8) #12 -24 X 1/2" BRASS F.H. M.S. (3 PER PANEL UP TO 7' -6 3/4" HIGH) (4 PER PANEL OVER 7' -6 3/4" TO 9' -O 3/4" HIGH) FLUSHBOLT AT TOP & BOTTOM OF INACTIVE LEAF (MODEL 5509) WITH REINFORCED TIP 131 14 15 16 Q. Ig 17 18 19 13A 138 13C 1/2" NOMINAL (.466 ACTUAL) ANNEALED LAMINATED GLASS (2 PCS.) 3/16" THK, ANN. GLASS AND .090" SAFLEX INTERLAYER 1/2" NOMINAL (.466 ACTUAL) HEAT STREN'D LAMINATED GLASS (2 PCS.) 3/16" THK. H.S. GLASS AND .090" SAFLEX INTERLAYER 1" NOMINAL (.966 ACTUAL) INSUL. ANN. LAMINATED GLASS 1/8" TEMP. GLASS (OUTBOARD), 3/8" AIR SPACE AND (2 PCS.) 3/16" THK. ANN. GLASS AND .090" SAFLEX INTERLAYER OR 1" NOMINAL (.966 ACTUAL) INSUL. ANN. LAMINATED GLASS 1/4" TEMP. GLASS (OUTBOARD), 1/4" AIR SPACE AND (2 PCS.) 3/16" THK. ANN. GLASS AND .090" SAFLEX INTERLAYER GE -1200 SILICONE 3/4" X '1 1/4" X 3/4" X 1/8 "THK. CONTINUOUS ALUMINUM CHANNEL SECURED WITH INSTALLATION SCREWS ( SEE ITEM 5 ) 1/2" THK. (nom) CUSTOM ALUMINUM PANEL CONSISTING OF (2) .090 THK. ALUM. SHEETS & (1) 1/4" PLYWOOD AT CENTER 1/2" X 1/2" CONTINUOUS CLOSED CELL FOAM TAPE WITH ONE SIDE ADHESIVE PLASTIC WEEP BAFFLE 7/8" X 5" X 1/8" THK. CONTINUOUS ALUMINUM SILL ANGLE ADAPTOR Enqn OR. HUMAYOUN FAR= STRUCTURES FLA. PE / 18557 Mower pamptyhig with ; -NejQ- Radio Wang Cale LILY `"OZ Dade Prod Comm! Dhvb(oa W98 -01 • MI CORPORATION construction glass industries corporation 7840 northwest 62 street miami, 6orida 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Farooq Corporation Dr. Humayoun Farooq Structural —Fla. PE # 16557 date : 10- 20-97 sheet 2 of 7 TYPICAL ANCHORS SPACED AS SHOWN IN DETAILS AND CHARTS. ANCHORS TO BE AT 6" FROM CORNERS MAX. SPACING 24" 0.C. AT HEAD & SILL. 1X4 PT WOOD 509 1X4 PT WOOD SEALANT 2X4 PT W000 OPTIONAL INSTALLATION t i INTO 2X4 PT WOOD TYPICAL 511 28 TYPICAL PANEL. ASSEMBLY TYPICAL PANEL ASSEMBLY TYPICAL PANEL ASSEMBLY 9 502 i 1/4" X 3 3/4" LONG TAPCON SCREW @ 5" FROM ENDS & 20" O.C. SEE SHEET 6 EXTERIOR 4.852 TYPICAL I/4' MX SHIM .688 502 FRAME WIDTH 9 x1.250 --"- 505 L 502 375 OR 16 TYPICAL OPTIONAL SQUARE GLAZING TYPICAL 2X4 PT WOOD OPTIONAL INSTALLATION INTO 2X4 PT W000 75 4.812 505 NOTE: WOOD BUCKS NOT BY CGI MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM. 2282 —1.844 1/4" ^• X 1 3/4" LONG ", TAPCON SCREW m ® 6" FROM ENDS ! & 24" 0.C. 2 PRODUCT REVISED se comply* with ue Florida Bonding Cede Maybe= Oz Date Dade hutted Central Division 12 © TOP & BOTTOM OF INACTIVE PANEL W98 -01 • CZ 1 CORPORATION construction glass industries corporation 7640 northwest 62 street miemi, florid° 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Forooq Corporation Dr. Humayoun Forooq• Structural —Flo. PE # 16557 date : 10 -20 -97 sheet 3 of 7 EXTERIOR C 0.876 1250 SMALL SIDELITE STILE (EXT. 503) AT SIDELITES 1' -6" WIDE OR SMALLER. 1X4 PT WOOD .l 4812 EXTERIOR SEALANT 1/4' SHIM DOOR FRAME WIDTH THIS SILL IS NOT RATED FOR WATER 4" WIDE SADDLE THRESHOLD 1/4° .' X 1 3/4" LONG TAPCON SCREW ® 6" FROM ENDS & 24" 0.C. SIDELITE FRAME WIDTH SIDELITE FRAME WIDTH Engn OR. HSHUUMAWO 00 UN FARO FLA. PE # 16357 a PRODUCT REVISED as emptying with lie Mathis Swift Code Agawam Na 2 OZ Due • 1/4" — X 3 3/4" LONG TAPCON SCREW ® 6" FROM ENDS & 20" 0.C. SEE SHEET 6 REFER TO SHEET 2 OF 7 FOR TYPICAL BILL OF MATERIAL W98 -01 calk CORPORATION construction glass industries corporation 7840 northwest 62 street miand, flarida 33166 product : Series 450 Doors & Sidefites ENGINEER : AI Forooq Corporation Dr. Humayoun Forooq Structural —Fla. PE # 16557 date : 10 -20 -97 sheet 4 of 7 • 1/4" X 2 3/4" LONG TAPCON SCREW ® 6" FROM ENDS & 24" 0.C. SEE SHEET 6 1X PT WOOD #10 X 1" PH —PH SMS S/S (2 PER 31 CLIP) FRAME WIDTH 1/4 MAX. SHIM 1/4" — X 3 3/4° LONG TAPCON SCREW — @ 6" FROM ENDS & 20" 0.C. SEE SHEET 6 N vi 1X4 PT WOOD } 1/4" — X 3 3/4" LONG TAPCON SCREW ® 6" FROM ENDS & 20" O.C. SEE SHEET 6 SMALL SIDELITE STILE (EXT. 503) AT SIDELITES 1' -6" WIDE OR SMALLER. EXTERIOR 1/4' MAX. SHIM FRAME WIDTH 1/4" X 1 3/4" LONG TAPCON SCREW ® 6" FROM ENDS & 24" 0.C. 19 iP&OntIcT ie r e No > ik Ft8 k �0 REFER TO SHEET 2 OF 7 FOR TYPICAL BILL OF MATERIAL W98 -01 cxa CORPORATION construction gloss industries corporation 1640 northwest 62 street n ami, florido 33166 product : Series 450 Doors & Sidelites ENGINEER : Al Farooq Corporation Dr. Hurnayoun Farooq Structural —Fro. PE # 16557 date : 10 -20 -97 sheet 5 of 7 PANEL PERFORMANCE CHART FOR DOORS AND SIDELITES NOMINAL DIMS. OUT - SWING /IN -SWING DOORS IN -SWING DOORS DESIGN LOAD CAPACTY -PSF DESIGN LOAD CAPACTY -PSF PANEL VIDTH PANEL HEIGHT ANN.. GLASS (TYPE 13A) H.S. LAM. GLASS (TYPE I3B) ANN. LAM. GLASS (TYPE 13A) H.S. LAM. GLASS (TYPE 138) EXT. INT. EXT. INT. EXT. INT. EXT. INT. 2/0 2/6 3/0 3/6 6/8 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 87.1 87.1 100.0 110.0 50.0 87.1 50.0 110.0 2/0 2/6 3/0 3/6 7/0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 110.0 50.0 1000 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 82.6 82.6 100.0 110.0 50.0 82.6 50.0 110.0 2/0 2/6 3/0 3/6 7/6 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 76.8 76.8 100.0 102.9 50.0 76.8 50.0 102.9 2/0 216_ 3/0 100 -- _i90-13-"_- = - -IC 68 - 100.0 110.0 50.0 100.0 • 50.0 110.0 1911.- ----7*----- -1030 100.0 110.0 50.0 100.0 " 50.0 110.0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 2/0 2/6 3/0 9/0 100.0 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0- 100.0 100.0 110.0 50.0 100.0 50.0 110.0 100.0 100.0 100.0 100.0 50.0 100.0 50.0 100.0 LOADS SHOWN ABOVE ARE FOR DOORS USING THRESHOLD OR SO- WHERE WATER INFILTRATION REQUIREMENTS ARE NOT APPLICABLE AND FOR THRESHOLD IN ANY CONDITION. LOADS SHOWN ABOVE ARE FOR DOORS USING THRESHOLD b-1 WHERE WATER INFILTRATION REQUI EMENTS MUST BE MET. OUTSV1NG OUTSWING /INSWING INSWING LAMINATED GLASS (FOR INSULATED LAMINATED GLASS REFER TO SHEET 6A OF 7) DOOR HEIGHT PANEL WIDTH CHARTS AT LEFT CAN BE USED TO CHECK CAPACITY FOR SINGLE OR DOUBLE LEAF DOORS. REFER TO TABLES ON SHEET 7 TO DETERMINE ANCHORS REQUIRED. STEPS TO USE CHARTS; 1. DETERMINE WIND LOAD BASED ON PROVISIONS OF 2001 FLORIDA BLDG. CODE. 2. DETERMINE WATER INFILTRATION REQUIREMENTS BASED ON PROVISIONS OF FBC. 3. SELECT A DOOR SYSTEM I.E. INSWING /OUTSWING AND TYPE OF THRESHOLD. 4. CHECK THE ALLOWABLE EXTERIOR AND INTERIOR LOADS FROM APPROPRIATE CHART. THE ALLOWABLE LOADS MUST MEET OR EXCEED THE DESIGN LOADS REQUIREMENTS. Eegr, OR. HUI/AYOUN FAR000 STRUCTURES FLA. PE .g 18557 •111 3 E03 PRODUCT REVLSED seampI $ngwith the Merida Code Acceptance Na ! _,/,, r 02 Date 1(:11. Division O.Oei(f .6 W/ex^. Product Control z zW o 2, Oi O o a. O u, U W pp z M O oam o D N. fg O� ■cc. Mtn m m 0 g U ( 1 w 1- I/) n Z 0 o m • 1-• : b t0 ce z g o� I +°n 73 LLN .y. �z t./) a 0 ▪ zs "1 U r- m .M. m O m 4 0 c 5 drawing no. 1 W98 -01)11 (sheet 6 of 7 1 �\ \ \ \ l `\ \\ / / / / / / / // / / / / / / / / \ \\ \`\ `\ \\ / \ PANEL VIDTH PANEL VIDTH CHARTS AT LEFT CAN BE USED TO CHECK CAPACITY FOR SINGLE OR DOUBLE LEAF DOORS. REFER TO TABLES ON SHEET 7 TO DETERMINE ANCHORS REQUIRED. STEPS TO USE CHARTS; 1. DETERMINE WIND LOAD BASED ON PROVISIONS OF 2001 FLORIDA BLDG. CODE. 2. DETERMINE WATER INFILTRATION REQUIREMENTS BASED ON PROVISIONS OF FBC. 3. SELECT A DOOR SYSTEM I.E. INSWING /OUTSWING AND TYPE OF THRESHOLD. 4. CHECK THE ALLOWABLE EXTERIOR AND INTERIOR LOADS FROM APPROPRIATE CHART. THE ALLOWABLE LOADS MUST MEET OR EXCEED THE DESIGN LOADS REQUIREMENTS. Eegr, OR. HUI/AYOUN FAR000 STRUCTURES FLA. PE .g 18557 •111 3 E03 PRODUCT REVLSED seampI $ngwith the Merida Code Acceptance Na ! _,/,, r 02 Date 1(:11. Division O.Oei(f .6 W/ex^. Product Control z zW o 2, Oi O o a. O u, U W pp z M O oam o D N. fg O� ■cc. Mtn m m 0 g U ( 1 w 1- I/) n Z 0 o m • 1-• : b t0 ce z g o� I +°n 73 LLN .y. �z t./) a 0 ▪ zs "1 U r- m .M. m O m 4 0 c 5 drawing no. 1 W98 -01)11 (sheet 6 of 7 1 sheet 5A of 7 1 PANEL PERFORMANCE CHART FOR DOORS AND SIDELITES NOMINAL DIMS. OUT - SPYING /IN -SWING DOORS IN -SWING DOORS DESIGN LOAD CAPACTY -PSF DESIGN LOAD CAPACTY -PSF PANEL WIDTH PANEL HEIGHT INSUI.. ANN. LAM. GLASS (TYPE 13C) INSUL ANN. LAM. GLASS (TYPE 13C) EXT. INT. EXT. INT. 2/0 2/6 3/0 3/6 6/8 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 2/0 2/6 3/0 7/0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 2/0 2/6 3/0 7/6 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 2/0 2/6 3/0 8/0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 80.0 80.0 50.0 80.0 LOADS SHOWN ABOVE ARE FOR DOORS USING THRESHOLD (C) ORQ WHERE WATER INFILTRATION REQUIREMENTS ARE NOT APPLICABLE AND FOR THRESHOLD IN ANY CONORION. LOADS SHOWN ABOVE ARE FOR DOORS USING THRESHOLD lJ-I WHERE WATER INFILTRATION REQUIREMENTS MUST BE MET. OUTSWING OUTSWING /INSWING JNSWING INSULATED LAMINATED GLASS (FOR LAMINATED GLASS REFER TO SHEET 8 OF 7) DLIOR HEIGHT PANEL WIDTH i� / % 7 \ • ``\ \ • • ``• 1 7 '/ PANEL WIDTH PANEL WIDTH CHARTS AT LEFT CAN BE USED TO CHECK CAPACITY FOR SINGLE OR DOUBLE LEAF DOORS. REFER TO TABLES ON SHEET 7 TO DETERMINE ANCHORS REQUIRED. STEPS TO USE CHARTS; 1. DETERMINE WIND LOAD BASED ON PROVISIONS OF 2001 FLORIDA BLDG. CODE 2. DETERMINE WATER INFILTRATION REQUIREMENTS BASED ON PROVISIONS OF FBC• 3. SELECT A DOOR SYSTEM I.E. INSWING /OUTSWING AND TYPE OF THRESHOLD. 4. CHECK THE ALLOWABLE EXTERIOR AND INTERIOR LOADS FROM APPROPRIATE CHART. THE ALLOWABLE LOADS MUST MEET OR EXCEED THE DESIGN LOADS REQUIREMENTS. ?RODUCP REVISED • as C with the Fiorillo Aoocplows Ne +B Not DR HUMAYOUN FAR000 STRUCTURES FU1. PE # 18557 3 2893 Date D � ProdCashel 0 0 U y 0 0 v 12 0, 0 m 0 • 1-- In 0) 1 a - c am <a drawing no. W98 -01 FRAME CORNER DETAIL, CORNERS TO BE SEALED WITH ')W MODULUS SIUCONE SILPRUF JR EQUIVALENT. MTG. STILE ANCHORS AT SIDELITES MTG. STILE ANCHORS AT DOUBLE DOORS NOMINAL DIMS. DESIGN LOAD CAPACTY-PSF NOMINAL DIMS. DESIGN LOAD CAPACTY -PSF TYPE 'B' TYPE 'C' TYPE 'B' CLUSTER OF 4 ANCHORS TYPE 'B' CLUSTER OF 5 ANCHORS TYPE 'C' CLUSTER OF 3 ANCHORS PANEL WIDTH PANEL HEIGHT CLUSTER OF 2 ANCHORS CLUSTER OF 4 ANCHORS CLUSTER OF 8 ANCHORS CLUSTER OF 2 ANCHORS CLUSTER OF 4 ANCHORS PANEL WIDTH PANEL HEIGHT 2/0 2/6 3/0 3/6 6/8 82.8 110.0 110.0 110.0 110.0 2/0 2/6 3/0 3/6 6/9 110.0 110.0 110.0 66.2 110.0 110.0 110.0 110.0 110.0 110.0 110.0 55.2 110.0 110.0 110.0 110.0 110.0 110.0 110.0 47.3 94.6 110.0 105.6 110.0 96.6 110.0 110.0 2/0 2/6 3/0 3/6 7/0. 78.9 110.0 110.0 110.0 110.0 2/0 2/6 3/0 3/6 7/0 110.0 110.0 110.0 63.1. 110.0 110.0 110.0 110.0 110.0 110.0 110.0 52.6 105.1 110.0 110.0 1I0.0 107.3 . 110.0 110.0 45.1 90.1 110.0 100.6 110.0 91.9 110.0 110.0 2/0 2/6 3/0 3/6 7/6 73.6 110.0 110.0 110.0 110.0 2/0 2/6 3/0 3/6 7/6 110.0 110.0 110.0 58.9 110.0 110.0 110.0 110.0 110.0 110.0 110.0 49.1 98.1 110.0 109.5 110.0 100.1 110.0 110.0 42.1 . 84.1 110.0 93.9 110.0 85.7 107.1 110.0 2/0 2/6 3/D 8/0 69.0 110.0 110.0 110.0 110.0 2/0 2/6 3/0 B/0 110.0 110.0 110.0 55.2 110.0 110.0 110.0 110.0 110.0 110.0 110.0 46.0 92.0 110.0 102.7 110.0 93.7 110.0 110.0 2/0 2/6 3/0 9/0 61.3 110.0 110.0 110.0 110.0 2/0 • 2/6 3/0 9/0 110.0 110.0 110.0 49.1 98.1 110.0 1095 110.0 100.0 110.0 110.0 40.9 B1.8 110.0 91.3 110.0 83.2 104.0 100.0 MTG. STILE ANCHORS AT SIDELITE (1, 2 DR 3) AT EACH SIDE OF MULLION (3 OR 0) MTG. STILE ANCHORS 9 DOUBLE DOOR 3,4 OR 5 ANCHORS (B OR C) 2 -1/2' MIN. ANCHOR SPACING TYP. ANCHORS: TYPE '8'- 1/4" TAPCONS INTO WOOD STRUCTURE 1 -3/4" MIN. WOOD PENETRATION THRU W000 BUCKS INTO MASONRY 1 -1/4" MIN. MASONRY EMOED. TYPE 'C'- 1/4" TAPCONS, DIRECTLY TO MASONRY (90 BUCKS) 1 -1/4" 1419. MASONRY EMBEDMENT STEPS TO USE CHARTS; 1. SELECT TYPE OF ANCHOR. 2. FOR SIZE OF UNITS DETERMINE ALLOWABLE LOAD CAPACITY. THIS LOAD CAPACITY MUST MEET OR EXCEED DESIGN WIND LOAD REQUIREMENT DETERMINE IN STEP 1 OF SHEET 6. TAPCONS AS MANUFACTURED BY ELCO. OR AN EQUAL HOLDING A CURRENT NOA. JAMB ANCHORS CAPACITY - ASP PANEL WIDTH TYPE '8' TYPE '0' 24" 110.0 110.0 30" 110.0 110.0 or 110.0 110.0 42" 94.6 110.0 PANEL CORNER DETAIL PRODUCT REVISED as complyingw@b Ow Hoag WA* Cade Expluolon �� FOR SIDELITE AVG. PANEL WIDTH =DOOR PANEL FIXED PANEL 2 Date P drawing no. W98 -0+ (sheet 7 of 7 M IA MID BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) Construction Glass Industries Corporation 7840 N.W. 62 "d Street Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee (BCPRC) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The BCCO (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by BCCO that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the South Florida Building Code, 1994 Edition for Miami -Dade County or Florida Building Code. DESCRIPTION: Aluminum Tube Mullion APPROVAL DOCUMENT: Drawing No. M95 -13A, titled "Mullion Elevations and Details ", sheet 1 through 3, prepared, signed and sealed by Al Farooq, P.E., dated 1/16/02, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 99- 0127.06 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Raul Rodriguez. p/z fi 49/0 6 NOA No 02- 0123.06 Expiration Date: March 28, 2007 Approval Date: March 14, 2002 Page 1 4.0000 TYPICAL GLAZING PRODUCT MULLIONS CONTAINING TYPICAL GLAZING PRODUCTS HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING LNSTRUCTIONS: USE CHARTS AND GRAPHS AS FOLLOWS. .53E2.2 STEP 4 STEP 5 DETERMINE DESIGN LOAD REQUIRED AS PER ASCE 7 FOR PARTICULAR OPENING. USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTION TO MULLION AS PER PRODUCT APPROVAL. SPECIFY MAXIMUM SHIM SPACING. USING GRAPHS ON SHEET 2 SELECT MULLION SIZE WITH DESIGN RA1INO MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR TYPES ON SHEET 3, AND ANCHOR GRAPHS aSTEP 6 ON SHEET 2, SELECT ANCHOR TYPE WITx DESIGN RATING MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. [THESE MUWONS ARE RATED FOR LARGE MISSILE IMPACT PRODt " EM+ R *cam :or0 140. @'L_a(1'S.bL SZEPDRATION DAT RECTANGULAR ALUMINUM TUBE MULLION$ USING MULLION PROPERTIES ONLY 1. MI OtAZNO PRODUCTS USED WITH THESE MUWONS MUST MEET THE APPLICABLE DADE COUNTY REQUIREMENTS LE. WIND LOAD, AIR de WATER INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. 2. ANCHOR EMBEDMENT TO BASE MATERIAL WALL COVERING (STUCCO. 11.E ET SHALL BEYOND ETC.) 3. ANY COMMONS NOT COVERED IN THIS SUBMITTAL SUBJECT TO SEPARATE ENGINEERING REVIEW. 4. ALL MULLIONS TO BE ALLOY 6083 —TB. DIVSION • OOUH COMPLIANCE OFFICE JAN 17 2D02 1 9 z 8O o 4 0 1 drawing no. M95 -13A sheet 1 of J MULLION LOAD CHART mommi►1•1■■ ■■ ■ •1l1■M■ •1M■ •1 ■1■ ■MUMOM■\\ •1 ■1■ m■l\m ■IO■ ■ ■mmi MIIMMEMEROM \1 ■■ \iii \`i?3i ■�■ M.U■IS\■■\ •1■�\ •1O■ ■ ■ •1■ ■►■1■ 5111!1iiill IIMItim,m MIROM •1, i■iiii ■ IIINO■■■■R■m ■■ ■ \:ii •1■'■■ •1•11•1 ME 9B A0 92 AB 71 60 m20JrAR7 WIDTH - INCHED AP 6 9 ANCHCR LOAD CHART MULLION LOAD CHART almmumml ■l1 ■ ■ ■i ■ ■► 9111 ■\ •al ■ ■w\1 •■ ■\•1 ■1111 milittiasuisMILIME l\ ■l1•1 ■ ■ \1111■ ■\ ■■ mommissuCarmswom imismommmumma •1111■■■ •1 ■ ■11:1• ■ ■■ mommommimmommm MAIM■ \S •1•110■,\■ 551.MWmm ►••i■■\' ii •1 ■ \■ ■\ ■ ■■■ ■1111 •1NNIIIM•1■,■ ■■■■ ►Imalso i ■■ \`semi■ 1111i611111111M1111111111i 11111 TS m ir 5 W d0 c6 ie 71 08 PRY WIDTH - ITCHES ANCHOR LOAD CHART MULLION LOAD CHART 10.1es1,11` nit III1iE • ►7�iiiiii ■ ■�. 1 ■\■mimEMWM■ UMMOMME mommomm CB 90 A0 GE LB 70 99 TRIBUTART WIDTH - INCHES ANCHORS 'TYPE AB,C OR D • OLAZMO PRODUCT 4UUJON GAZING PRODUCT NEC OR O 02 TRIBUTARY WIDTH _ . wi + W2 2 TYPICAL MULLION ARRANGEMENTS \IIt•FIDMi■m 1 \1 ,mi ■m 1 • • ti • ■■ 2e 30 4d 9B 6B 70 92 TRIBUTARY 42CTW - ITCHES 1011 ■ ■\\t ■■i 021905 TYPE o 1\ 1111JrMMUMML° =___ \\M11IEWOM ■ ■ ■ ■■ MNIMIKWOMQUWEEM ;\\MITI. >•►7wMMEM ■im ►\IWOMMIOMMNIM ■ ■■ umwsloommaimissm wmaMagaiMmtilmrs manwmmassawsomom ■NMEIAM► ■■■■■■ MOOMMIWNMIKIMMIUM MSMAMMERWOMM ■ ■ \\.1i' WMUN\.\\■ USUROMMOMMUNIMM MMEWBAMOMMUMS IIIMMMAMMMOMONC ■■■■i\,\„\,\ EmminssiaMmossMom ■ •1■■ •1■ •1\\gR\li 20 5B 40 BB A0 70 120 TRIBUTARY WIDTH - INCHEB NOTE: LOAD CHARTS ARE BASED ON 2 MULLION LOAD CHART i'44' 1 *' &Of. Yuma 0 H®. MUM —1■a ■ni■ 111••••••••••••• m■1rm\1m ■ ■ ■i7m nmiesmawsmssmomm mmonmmaltammosmo mammmoNim \iii KIMMIMIUMManmE INUMMIRUMIEWIN ■►�� •1 ■■■ \` •1•11•1 01111im \mmmCsei15 i\ EI1m•1\',m1MMIM a •1■, •■•1911■ 90 23 A0 60 6B 72 CO TRIBUTARY team! - DIMS 5 ANCHOR LDAD CHART INMUMMERMINME UUMWMWMOKOM \Il1►i■\ WOMM \■ ummosmamumm Kimmmm\\ •••■• awmanamomms Iswwwwiiimommic ■IKOMO\■C1■'■ IMIMNIEMNIMMWM ■■i•►w,O►wMEM MMEMMMIUMMIli ■ ■■ ■,R`!!la •1\i•\ immmimmoounom IIIMMEMMOMMO ■mmmimm\ \seo ■■■■■■■ •1MM\ .. ■mmm ■m ■ ■\ TrFe1■•1■■a ■•1■ REHM 20 50 o 41 51 AS 70 BB TRIBUTARY WIDTH - INCFEB RECTANGULAR LOAD DISTRIBUTION. PRODUCT RENEWED setmei oWsy D - ISI-1 Fne➢lnTION ay CONTRDd.Walm Bt1 MIND CODAORORJANCEOPHcP 7, Om MULLION LOAD CHART :•a•.4 I M.114 7MK 1 Rm J■ •1EA •1■ immii,immm\\im •11\■►\■ •1\■■■ •1\■ MUMM ■i\ ■ ■■ •1.\ \\■U •1►\ •1 ■ilt7 EMEM smomMiummimmammM ■MINI ■, ■ ■il. •1■■ 111l\•7m,i ■ ■■1••m nwmammormmomm ai■iii■ ammii b r ii\\ •1► •1•1\'■■ •1•1 ill ■gym \ \ii>•�iii •1■i\ ■■\!!■\''■■ •1■a•1a ■■N•1■■`■ im ■'m`i■`m ■mi •1■■„ •1 •1M •1►, ■•1 iimim'i \'mmi\ •1■■■■ •1OCMCM •1■ BB 92 10 CB 6B 70 IDS TRIBUTARY rrmm - INC11L1 9 ANCHOR LOAD CHART i\'11U■MmM■i UMEMWMEMMEMEM t\1\\,m■i■■■i■■■ MWIMM■\\■■ ■m■ ■m MMWMMUMMOIMMEM 1{TWNUM■\\mmmmmm •11MURMW w`! ■■ ■■■ al mumwmm\mmmmm REVIMMMEMMEMME \1l \•1iii► \•1 ■i, ■ ■■ m\um\ minImi \■m immanosommossmag ■i\!+" ►,,•1■■■ ■\\ ■4`+,■■\`WIRMO ■■IW \`\,\'`■'■ ■mm,i\"EWSIMM. IIIMMOIMMINMONOWM so 40 TRIBUTARY WIDTH - INCHES 9E 6B 70 B0 R. PROM PIA PEE 16557 JAN20°2 WWW At 44 f� 8 431W"74. zAs- gv10 drawing no. M95 -13A ANCHORS TYPE ANCHORS TYPE 'B' ANCHORS TYPE • 1BY OR 28Y BUCKS 1BY OR 2BY BUCKS 2 X 2 x1/8' ALUM ANGLE # 14 SAS. 2/ ANGLE 2 X 2 X 1/8' ALUM ANGLE / 14 S.M.S. 2/ ANGLE • • NOTCH W000 BUCK To ACCOMODATE CUP ANGLES TO MASONRY 1 -1/2• EMBED IF INTO 28Y BUCK 2 X 2 X 1/8' ALUM ANGLE IF 14 S.M.S. 3/ ANGLE 1 -1 4 MASONRY EMBED IF 18Y BUCK 1-1/4' MASONRY EMBED ff THRU 1BY BUCK e6 IMP" rt. MUWON MULLION MUWON [1/4' 0 TAPCON 1 -1/4' MIN. EMBED 2/ ANGLE 1/4 D A. TAPCONS 1/ ANGLE 1/4' DA TAPCCNS 2/ ANGLE PRODUCT RENEWED ACCEPCANCE Na 02 -t1t 25- °4' D� A7 / EXPIRATION MUWON MULL EN 2 X 2 X 1/8' ALUM ANGLE 1-8/8' LONG MUWON 2X2X1/8' ALUM ANGLE 2 -8 /8' LONG 222X1/8' ALUM ANGLE 3-0/8" LONG DIVISION BUf1»00G WDECiOMPLGINCEOFFICE 3000 182 ANCHORS TYPE 'D' MULLION ALUM PLATE 1 -1/4' ALUM CHANNEL 3/4 X 1 -3/4 X 3/4 X 1/8' i'''tTO CLOSE FLT INSIDE TUBE TUBE MUWON 1X2, 123, 124 WOOD BUCKS NOT BY C.G.I. MUST SUSTAIN LOADS IMPOSED, TRIM WOOD BUCKS TO INSTALL ANCHORS „ • 3tf18 X- 1 -3/4 TAPCON 2/ PLATE 12 X34' S.M.S. (2) NECT RATE TO CHANNEL 3/18' x 1 -3/4 TAPCONS 1/8' THICK ALUM PLATE 3L • • • ••• • • • ••• •• •• • • • • ••• •• • • • • • • • • • • • • • • • • • • • • ••• • • • • • EVAIsUATION ENTITY MANUFACTIiR1R • •"' Gary Pfuehler, P. E. Product Evaluation Report Clopay Building Products Company 5 €65 Green Oak Court for Florida DCA $585,Duke Blvd. �• • • • • •" Fairfield, OH 45014 ; s s &n,.O1,I 4 140 • • • ; : ;' • Evaluation Report # 4300W8 -09 ,53.7704800 • • • 1 • • ' Statement of Compliance: The Clopay Building Products Company sectional doors as described on the drawings listed below meet the design and test pressures shown. Based on the testing and rational analysis detailed below, this pradurt is e•�alu4 to°be is • compliance with the following provisions of the Florida Building Code: • • • • ' ' ' ' • • • • • IN Outside the HVHZ: Wind Loads (tested in compliance with FBC 1714.5.3.1, ref. ANSI/DM /flit 148 b; TARS 20 • • • • • ® Inside the HVHZ: Wind Loads for HVHZ (tested in compliance with FBC 1714.5.3.1, ref. TAS 202), 1625 Cyclic Tests for HVHZ (ref. TAS 2031, 1626 Impact Tests for HVHZ (ref. TAS 201) Description of Product: Double -skin Insulated (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W8 Garage Door Design Pressures: +48/ -60 Test Pressures: +72/ -90 Specific Models and Technical Documentation: Model Test Report Drawing No. Comments 4400W8, 4401W8, HDGW8, HDGLW8, 4300W8, 4310W8, 4301W8 ATL- 1112.02 -96 101703 -Rev06 Low head room track approved per HETI -03 -1340. 66W8, 67W8, 68W8 ATL- 11 2.02 -96 101703 -Rev06 Low head room track approved per HETI -03 -1340. H400W8, H401 W8, H300W8, H310W8, H301 W8 1112 OZ -96 101703 -Rev06 Low head room track approved per HETI -03 -1340. Installation requirements: Installation must be in accordance with manufacturer's installation instructions. Limitations and conditions of use: Jambs, lintels, sills or other structural elements required to prepare openings are not covered. The design of the supporting structural elements shall be the responsibility of the professional of record for the building or structure and in accordance with current building codes for the loads listed on the drawing referenced above. Certification of Independence of Evaluation Entity: I hereby certify that (1) I have no financial interest in Clopay Building Products Company; (2) I am an independent licensed Professional Engineer in the State of Florida; and (3) I comply with the criteria of independence as stated in 9B- 72.110 F.A.C. Signature: Gary Pfuehl - , E. Florida P. E. No. 49850 Date: ;/j 0,6 FLOIEA PRODUCT APPROVAL 4913A F":43ww8-09-RE"2 CLOPAY MODELS 4300, 4301. 4310, 4400, 4401, HDG. HDGL (UP TO 8.0" HIGH) CLOPAY MODELS H400. H401. H300. H301, H310 (8'3" TO 2'0" HIGH)® HOLMES MODELS 66. 67. 68 (UP TO 8'0" HIGH)® REINFORCEMENT PLATES ATTACHED TO DOOR SKIN WITH PATENTED TOG -1 -LAC (NOT VISIBLE FROM OUTSIDE) REINFORCEMENT PLATES ATTACHED TO DOOR SKIN WITH PATENTED TOG -L -LAC SYSTEM (NOT VISIBLE FROM OUTSIDE) (2) INTERMEDIATE REINFORCEMENT PLATES PER SECTION ATTACHED WITH TOG -L -LAC SYSTEM (NOT VISIBLE FROM OUTSIDE) -►A MAX. DOOR WIDTH 9' -0" INSIDE ELEVATION LOCATION OF OPTIONAL VENTS MAXIMUM VENT OPENING: 60 IN' TABLE 1 • SECTION APE ERHUI 18 OR 21' MGR LOCK POSIION (BOTH SIDES) TWO POINT LOCKING HAS BEEN TESTED PER REQUIREMENTS OF SECTION 12.1 OF TAS 202. LOCKS HAVE 5/8" MW. ENGAGEMENT. DOOR TESTED FOR FORCED ENTRY WITH BOTH OUTSIDE KEYED LOCK AND INSIDE SLIDE BOLT LOCK OPTIONS (SEE LAYOUT OF EACH LOCK FOR DETAILS). SLIDE BOLT LOCK ENGAGES INTO VERTICAL. TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT I TICK OPTION HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) 13 GA CALV. STEEL FLAG BRACKET. EACH FASTENED TO W000 JAMB WITH (3) 5/16 °x1-5/8" WOOD LAG SCREW.. TRACK CONFIGURATION (2) INTERMEDIATE REINFORCEMENT PLATES PM 5Y6T SECTION. VISIBLE FR M/ TOG-1-10C OUTSIDE) . DOOR WIDTH 9' 0" INSIDE ELEVATION L0CATI0N OF OPTIONAL VENTS MAXIMUM VENT OPENING: 60 Be OUTSIDE HANDLE TAR TOP BRACKET OUTSIDE KEYED LOCK ATTACHED WITH (2) LOCK BAR LOCKING 1/4'43/4' SELF TAPPING DOUBLE HORIZONTAL TRACK DOUBLE TRACK LOW HEADROOM OPTION THE 248 VERTICAL WOOD JAMBS ARE TO BE GRADE 2 OR BETTER YELLOW PINE NO LOAD IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. ALL JAMB FASTENERS MAY BE (BUT NOT REQUIRED) COUNTERSUNK O PROVIDE A FLUSH MOUNTING SURFACE. Ka: : SUPPORTING STRUCTURAL ELEMENTS SHALL BE DESIGNED BY A REGISTERED PROTL55IONAL ENGINEER FOR WIND LOADS SHOWN ON THIS DRAWING. END STILE LOCK BAR GUIDE SEE END HINGE DETA6 DETAIL ETAILTER. MAKE LOCK POSITION (80TH SIDES) TWO POINT LOCKING HAS BEEN 1ESIE0 PER REQUIREMENTS OF SECTION 12.1 OF 145 202. LOCKS HAVE 5/8" MW. ENGAGEMENT. DOOR TESTED FOR FORCED ENTRY WITH BOTH OUTSIDE KEYED LOCK AND INSIDE 5UDE BOLT LOCK OPTIONS (SET: LAYOUT OF EACH LOCK FOR DETAILS). LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. OUTSIDE HANDLE TONGUE AND GROOVE JOINTS. INSTALLER MOD NUMBER DOOR HEIGHT OF 900. 66 SECTIONS* 6 o" O 7'0" 4 7'6" TO 8'9" 5 _ 9'." TO 106" 6 10 9" TO 12'O" 7 • SECTION APE ERHUI 18 OR 21' MGR LOCK POSIION (BOTH SIDES) TWO POINT LOCKING HAS BEEN TESTED PER REQUIREMENTS OF SECTION 12.1 OF TAS 202. LOCKS HAVE 5/8" MW. ENGAGEMENT. DOOR TESTED FOR FORCED ENTRY WITH BOTH OUTSIDE KEYED LOCK AND INSIDE SLIDE BOLT LOCK OPTIONS (SEE LAYOUT OF EACH LOCK FOR DETAILS). SLIDE BOLT LOCK ENGAGES INTO VERTICAL. TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT I TICK OPTION HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT) 13 GA CALV. STEEL FLAG BRACKET. EACH FASTENED TO W000 JAMB WITH (3) 5/16 °x1-5/8" WOOD LAG SCREW.. TRACK CONFIGURATION (2) INTERMEDIATE REINFORCEMENT PLATES PM 5Y6T SECTION. VISIBLE FR M/ TOG-1-10C OUTSIDE) . DOOR WIDTH 9' 0" INSIDE ELEVATION L0CATI0N OF OPTIONAL VENTS MAXIMUM VENT OPENING: 60 Be OUTSIDE HANDLE TAR TOP BRACKET OUTSIDE KEYED LOCK ATTACHED WITH (2) LOCK BAR LOCKING 1/4'43/4' SELF TAPPING DOUBLE HORIZONTAL TRACK DOUBLE TRACK LOW HEADROOM OPTION THE 248 VERTICAL WOOD JAMBS ARE TO BE GRADE 2 OR BETTER YELLOW PINE NO LOAD IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. ALL JAMB FASTENERS MAY BE (BUT NOT REQUIRED) COUNTERSUNK O PROVIDE A FLUSH MOUNTING SURFACE. Ka: : SUPPORTING STRUCTURAL ELEMENTS SHALL BE DESIGNED BY A REGISTERED PROTL55IONAL ENGINEER FOR WIND LOADS SHOWN ON THIS DRAWING. END STILE LOCK BAR GUIDE SEE END HINGE DETA6 DETAIL ETAILTER. MAKE LOCK POSITION (80TH SIDES) TWO POINT LOCKING HAS BEEN 1ESIE0 PER REQUIREMENTS OF SECTION 12.1 OF 145 202. LOCKS HAVE 5/8" MW. ENGAGEMENT. DOOR TESTED FOR FORCED ENTRY WITH BOTH OUTSIDE KEYED LOCK AND INSIDE 5UDE BOLT LOCK OPTIONS (SET: LAYOUT OF EACH LOCK FOR DETAILS). LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. OUTSIDE HANDLE TONGUE AND GROOVE JOINTS. INSTALLER MOD RETAIL MODEL DESCRIPTION 4300 H300 900. 66 27 C.A. EXT. SKIN; SHORT RAISED PANEL 4400 400 N A 24 GA. EXT. SKIN: SHORT RAISED PANEL 60 4301 301 68 27 GA EXT. SKIN; FLUSH PANEL 431./H310 HOGL, 67 27 GA EXT. SKIN; WIDE RAISED PANEL SNAP LATCH ENGAGES ONO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR ENO STILE 27 GA MIN. G -90 (OR EQUIVALENT) EXTERIOR STEEL SKIN WITH BACKED -ON POLYESTER PAINTED OP COAT APPUED TO BOTH SIDES OF STEEL SKIN. YIELD 28 KSI (MIN). INSIDE HANDLE OUTSIDE KEYED LOCK SNAP LATCH LOCK OPTION DOOR HEIGHT "1" BRACKET PLACEMENTS IMIIMIIIMEIIIIIMI 4 5 6 11:315111601E15/.€1111111111110i 60 - - 1213:11Fl31I ®dmIiEE1i 66 - - • GEFAMFAIEII1dQ)iE201 - EMILIIIEZMIIIMMEM 58 - - marran /l9i{:tium 58- 82 - kSSNiG'i9i1SYl9iGgliS�E_. - GINNEFIN9 YdiU1iMM 58 82 - 113CIi[631FEIIPdliCill4fi 58 82 - ifilerilliIINHEISTAIIITMMIN .; illISLITZMISIMillENIIIMIN .: iilini TiNIK'6IS7iTiSEMTIMF1: EVIDIENIFEWAIIMB 58' 106•• STOP MOULDING BY DOOR INSTALLER (TO SUIT) 18 GA. GALV. Si 441 END STILE (END STILES HELD BY HINGE SCREWS) 2° GALV. STEEL TRACK. TRACK THICKNESS: .060" 'X6' "X 12 GA GALV. STEEL TRACK BRACKET FASTENED O WOOD JAMB WITH ONE 5/16 "x1 -5/8" WOOD LAG SCREW PER BRACKET. 2" GALV. STEEL TRACK FASTENED TO TRACK BRACKETS. EACH BRACKET 1'o/88" BOLT & NUT 00 TY7P. 2 -1/2 "x12 GA GALV. STEEL TRACK BRACKET. 7V/0 i/4' RIVETS. TRACK BRACKETS PER SIDE (6) TRACK BRACKETS RACKETS PER SIDE (UP O 8' 12 HIGH). ggy 2003 ADD 28 KS MUMPION O1; ADO 1141 OPTION FOR MOIN 005 CODE AND FOAM REFERENCES SIUCONE FILLED CHANNEL SEPARATES FRONT AND BACK SKIN OF DOOR i-2" THICK 1.95° THICK, 1# DENSITY EXPANDED POLYSTYRENE FOAM INSULATION LAMINATED O BOTH FMEROIR AND INTERIOR SKINS. FOAM INSULATION IS AN APPROVED FOAM PLASTIC (PER F8C 2612.2) AND MLL15 REQUIREMENTS OF FBC /I8C 2603.4.1.9. (4) #14x5 /8" SHEET METAL SCREWS 14 GA. ENO HINGE 12 GA GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W /(4) #14x5/8" SHEET METAL SCREWS. SECTION A -A 14 GA. GALV. STEEL END HINGE EACH FASTENED O END STILES W /(4) #1425/8" SHEET METAL SCREWS AND (4) 1/4"x3/4" SELF TAPPING SCREWS 3" TALL x 20 GA GALV. SELL U -DAR. TWO PER DOOR 566.1108. ATTACHED WITH (6) 1/4'03/4' SELF TAPPING SCREWS PER U -BAR, (2) ON EACH END & (2) AT CENTER HINGE LOCATION. 27 GA INTERIOR STEEL GALV. SKIN WITH A BAKED-ON PRIMER AND A BAKED-ON POLYESTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. 13 ATTACHED WITH (2) #14x5/8" BRACKET. METAL SCREWS. ALUMINUM EXTRUSION & VINYL WEATHERSTRIP. 18 GA. IMFRMEDIAIE HINGE 14 GA. INTER. TINGES USED ON 24 GA. EXTERIOR SKIN DOOR MODELS 1 2x3 LAO SCREWS ON 24 CENTERS. 1 0.0. ASHER REQUIRED. LAO SCREWS MAY BE COUNTERSUNK (BUT NOT REQUIRED) O PROVIDE A FLUSH MOUNTING SURFACE. HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. 17:11.: - 1 .. 7.1 • 1 I.. 5- 841_ .. 3 8 SLEEVE ANCHOR BOLTS ON 18 -1/2" CENTERS (C -90 BLOCK) OR 24' CENTERS (2,000 651 CONCRETE) OR 1/4'x4" TAPCON SCREWS ON 15 -1/2" CENTERS (2,000 P51 CONCRETE). WASHERS INCLUDED WITH SLEEVE 18 GA. MIN. GALV. STEEL CENTER HINGE ANCHORS, 1" 0.0. WASHERS REQUIRED WITH 1460005. FASTENE0 O 18SIDE SKW W/(4 ANCHORS MAY BE COUNTERSUNK (BUT NOT REQUIRED) EACH #1405/8 SHEET METAL 0108865 TO PROVIDE FLUSH MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD. 14 GA GALV. STEEL END HINGE FASTENED O ENO STILES W /(4) EACH 14x5 /6" SHEET METAL SCREWS AND (4) 1 /4'x5 /8" SELF TAPPING SCREWS. 2' StLLL ROLLER. JAM8 CONFGURATION PREPARATION OF JAMBS Bl' OTHERS. FLO P •••• • THIS DOOR MEET'S THE REQUIQg� OF THE LAI MISe8 idPACT AND aCLIC TESTING. THIS MR MELDS OR EXCEEDS D�GN LOADS FOR THE WIND SPEEDS BELOW ME FLORIDA. OE OR 4-80 A�E7) FOR THE FOLLOWING COF1y W aNCLOSED BUILDING! 2) DOOR HAS�1 1H IN BUILDING'S END ZONE, AcreCEE FACTOR OF 0 4 F al 7WD 5) 509jTTTQQQ R. WIN�SP pFT) 5 140 •1 li 150) B or B CII M • •F• it 30 • YI • • • • • •• ••• • • • • MARK W. WEST657164 D, P.E. Q S : +4 • j0ADS810 P9P leE -60.0 PSF! • • • • FLORIDA #48495, NC PE y #23832, TEXAS P.E. P.E #91513 `j' ST LOADS: +72.0 PSF & -90.0 PSF. • • CLOPAY BUILDING PRODUCTS COMPANY 8585 DUKE BLVD. MASON. OH 45040 (513) 770 - 4800 • • 101703 • • • • •••• • Oct- 18 06 01:27p AGH ConstructionCompanu 3057596445 • ••• p.2 •• •• ••• • • •. ••••; • • • • • ••• • • • • • • • • • • • • ••• • • ••• • • • . •• Miami Shores 'Milf g &.: . • Building Departlreixt 10050 N.E. 2 Avenue, Miami Shores, F133138 Tel: 305-795-2204 * Fax: 305- ?56 -8�7,b . . . • ::. • • • • • • • •• • • NO I E TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE by (name of owner/agent) a.)/ ikenn 67.r1 • r ervt under the Florida Building Code at the project ad ti S -( , Miami Shores, as of / f YY U e ;r1 Architect or Professional Engineer licensed in the State of Florid . PERMIT NUMBER: (94 l 7 •• • • • • • •• 2 4 2aas D Y. J9,61 (e+ (date). Special Inspector for Reinforced Unit Masonry, FBC 2122.4 04 Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 D Special Inspector for Steel Connections, FBC 2218.2 D Special Inspector for Soil Compaction, FBC 1820.3.1 O Special Inspector for Precast Units & Attachments, FBC 1927.12.2 ❑ Special Inspector for Pilings, FBC 1822.1.20 ❑ Special inspector for NOTE: Please mark boxes that anew The following individuals(s) employed by this firm or me r1are authorized to perform inspections. 1. Ftrctvck'sw Cue�(iJr. 2. cln' ° (`Orh-v' •J l( 3. 4. 1, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Building Department. Further, upon completion of the • rlc under each Building Femut, l will submit to the Miami Shores Building Department at the time before the final inspection the pieced inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and prof • -'onai judgm. s s those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial a •:' re wi pproved plans. Engineer rchitect /� Name T/Gtvl.e.lSW CAA. , �IG. (Print) Signed and Sealed Address it7 � ie # 6401 Eva -dole., rt.. 33131- Date: Q 0 a•1 • t7 Phone No. r30 - Sh`] •C9l 5 Florida License No: s 40 061 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -8. OMB No. 1660 -0008 Expires February 28. 2009 SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owners Name ANDY HOWARD & LYDIA HOWARD Policy Number A2. Building Street Address (including Apt, Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. FOLIIO NO. 11- 3206 - 014 -0575 (448 NE 96'" ST.) Company NAIC Number City MIAMI State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 3 AND THE EAST 1/2 OF LOT 4 BLOCK 53 PLAT BOOK 10 PAGE 37 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude /Longitude: Lat. 25 °51'48.69" N Long. 80 °11'18.12" W A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insuran A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) N/A sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in V/ -NAD 1927 ® NAD 1983 A9. For a build n a c e:: -rag , provide: a) Square a e =• garag NIA sq ft b) No. of pe ane od : enings e attached garage walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number VILLAGE OF MIAMI SHORES 120652 B2. County Name MIAMI -DADE B3. State FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12025C0093 J 07/17/95 3/2/94 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) BI1. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes El No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, ARIAO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized N -603 -R Vertical Datum N.G.V.D. 1929 Conversion/Comments a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 11.88 b) Top of the next higher floor N /A. c) Bottom of the lowest horizontal structural member (V Zones only) N /A. d) Attached garage (top of slab) 9.88 e) Lowest elevation of machinery or equipment servicing the building N /A. (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) 9.10 Highest adjacent (finished) grade (HAG) IZI Check the measurement used. feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) f) 9) feet ❑ meters (Puerto Rico only) 9.33 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ll Check here if comments are provided on back of form. Certifier's Name OSCAR EMILIO BAEZ - CUSIDO, PSM License Number 5034 Title REGISTERED SURVEYOR AND MAPPER INC. Company Name BAEZ & ASSOCIATES, Address 2000 SW 83RD CT. Signature City MIAMI State FL ZIP Code 33155 Date 11/09/06 Telephone 305 - 265 -1002 PLACE SEAL HERE FEMA "orm 81 -31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. FOLIO NO. 11- 3206 - 014 -0575 ( 448 NE 96`}' STREET ) City MIAMI State FL ZIP Code 33133 For Insurance Company Use: Policy Number Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments CROWN OF ROAD ELEVATION = 8.92' Signature SECTI Date 11/09/06 ❑ Check here if attachments E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEIVIA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81 -31, February 2006 Replaces all previous editions NUV 2 0 2006 Logan__ LaueigtL zbrevialioas A Arc U +stance A/C (C) • Calculated CO VClt Clear CJL ENC Eucroaclartent Elh Fir round Iron Pipe ►In 011 Overhang Ono 111 • Mal gook Pc • P/t Properly Ewe P011 Ur Wilily Pole WM I tangent EME Paulo Z oI l Rir Ctuu lintnrtg red Cnlclt clash Center 1 Mk Electric transformer Pnd round Iron nod Official records Books Point of Curvature roinl 01 oegtnning Water Meter 1 eke Maine. Easement lICrl CIIS COW r (M) t)rnwa+ d Crnndy Iioco,,ls Cotes, rte lOmk Slt ur tuft Centre le mind Measly ed Ol11. Overhead )Utility lbws PCC Point n1 Compound Curve roc Pond nI Commencement in.Df, fin 11r. 111 111W) r Inc A Cenlr el Angle Pi AE Anchn+ re%entenl U/S Ulrsel euddmg Clead I), lance In amigo Ea..entenl the I ly,b ad ilnitrnml 0e.+•1e11c vet he al Datum Plat SIP Set bon hope Page Point ni ttevn se I :tnoelute robd or langenry WM Water Meter II IIAIt 'MW SEC scn ttedmt uatbN Ihg61 or Way Section Screened SWK S,dervaik Ulrhly Easement 11E motes a) All Clorrrance: and/or encroachments shown hereon are of apparent nature. Fence ownership by visual means. Legal owners) p of fences not determined. b) The issue of 11 is survey is only for the ex :lusivo and specific use of those poisons, parties or institutions shown in the certification. Any outer intended use will r °quire written approval from the COrtifying surveyor or firm. c) Code restrictions and title search are not reelected on this survey. d) Underground utilities and encroachments, if any, not located. o) The flood information shown hereon doe:, not imply that the referenced property will or will not be free from flooding or damage and does not create liability on the part of the firm, any officer or employee thereof, for any damage that results from reliance on said inforlilalion. 1) TIi3 lands depicted hereon were surveyed per the legal description 011(1 no claims as io ownership or matters of lilt° arc made or implied. g) This survey is not to be relied upon fur construction. ELLQQt ZONE: x EI.0.1AJPdEORMA,T1QN Community Number: Panel NumberfMap )I : Suffix: F.I.R.M. index Date: Base Elevation: 120652 ' 12025C009:J J 7- 17--95 Not Available E3earincgs, it any shown based on (reference) gCL TIFIEP..IQ Cate, William L., and Cate, Denise M.•. Cate, William L., and PROPER1YOF: Cate; Denise M. , 140t VA .,owlrgoUr TIE SiOitAIURE AIM TIE On GRIM nAISEO SEAS 0e rtOnmA MICENS AS SUIrvEYOK 1N0 MAPPER UMW /MOO UJ_ i ! SURVEY I hereby certify that the survey represented heroon meets Ms minimum technical standards eel forth by the tloard of Lend Sw•,eyors In chapler, ' 1110I7.11 Florida Mt 41110reltve Coda pursuant to Section in gar eta. Statutes, )bete steno enmesh manta, overlaps. easements appearing on the Ptat, other than as shown hereto % r 1 ri1OF. StIWEWW in AM) UAPPEn m4/7%; ,_ sou Miami Shores Florida LANNES AND GARCIA, INC. L.D. #2098 Surveyors- Mappers -Land Planners 'BE1 LE 'SMITH 45238 Olrice Address: 359 Alcazar Ave, Coral Gables, FL 33134 (305) 666 -7909 (954) 523 -0663 lIELO UAIE.' SCALE 2 - ?5 -05 "Lender" added. 4-13-05 "Certified To" revised. 1 -26 -06 "Recertified ", Ce:tified To revised. `976.2 17AWN BY WINNING NO 162211 167415 73 1.e //oil tl Ft4-€9 oo 41 F %A0 0 X' 3 • s.(09 x Oc' V A C x 7 1,1e. 61-t4 Page 1 of 2 • • • • • • • • • • • • • • • • • • • • • • . • • • • • ••• •• • •• • ••• 4, This property dIscti4Ney cts:: Lot 3 and the East 1/2 of Lot Block 53, MIAMI SHORES SVTI:TQN. N4p. • A, • • • according to -*1.4 'Plat ,* • thereof, as reeordAd. M ••• • Plat Book 10, Page 37 of the Public Rccorqs • ,go,f:• •ria Miami-Dade Countli„;n1p1:410.:• g., 1 xz-._ 2 - vio ct,.?,4i 9 ,-: I f±, i , „ .1 ., 1 Pt 1 24..P. Ng TR 24 Cate. William L., and PROPERTY OF: Cate, 1;,n — -rei) cogNee. „ • - pi:Lf> t 314 tio/.0. sin v.sup %V1 nom' IlIE ICNATIORE 4t4DruE ORIGINAL X.111:E13 SEAL OF 1.1.014.104 SLIAVEVOIt AND' Mart% r t-fitis-e. 3/5" • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. F. ---- pg140TE,-:s 651- 14 46_ 111.04-8, pe T o . • g-tev47.70ti ok ieFFere L-01A1g-ST QJ Acef.,7T-aec,a: A/A -ei 141. ///6°3 "/ Cet2.4. 1'4 T A BOUNDARY .suRvEy I hereby certify that the survey repre- sented hereon meets the minimum technics! standards vet forth by the Board of tend surveyors in chapter 61G17-6 Florida Administrative Code pursuant to Section 02J127. Rs Statutes. The am no enaoadm enn. overlaps. easements epee/410*T on the Plat, other than aa shown hereto. :An R. ractesuevaree ADO aurmano. / Miami. Shores , CANNES AND GARCIA, INC. Lli. # 2098 - SIIRVEYORS-MAPPERS-LAND PLANNERS ..BEALE. SMI111.5.238 . Office address: 359 Alcazar Avenue. Coral Gables. Florida 331.14 (305) 666-7909 1950 523-8665 FIELD DATE SCALE DRAWN BY • 4-08-05 Brick slabremoved from West property line. 1-26-06" "Recertified", Certified TO revised, E-4z4 u DRWG. NO I • 161415 19"61.,Ate(lX7 6.6.• • . .•• .. • •••• ••• • • • • ' • FLORIDA ENERGY EFFICIENCY CObE' FOR BUILDING CONSTRU.CTI Florida Department of Community Affairs Residential Whole Building Performance ivlethbd • FORM 600A -2001 Project Name: Address: City, State: Owner: Climate Zone: CatesResidence Builder: • • 448 NW 96 STREET Permitting Office: MIAMI SHORES, FL Permit Number: BILL CATES Jurisdiction N'tamb South 2c - 941 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi- family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear glass, default U- factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edgc Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Instil, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A Single Pane 769.8 ft2 0.0 ft2 0.0 ft2 New Single family 1 3 No 3760 ft2 Double Pane 0.0 ft2 0.0 ft2 0.0 ft2 R =5.0, 396.5(p) ft R=5.0, 3172.0 ft2 R =19.0, 3760.0 ft2 Sup. R =6.0, 127.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. Central Unit 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance b. Electric Resistance leo c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) SEER: 13.00 _ Cap: 100.0 kBtu/hr _ COP: 1.00 Cap: 5.9 kBtu/hr - COP: 1.00 Cap: 80.0 gallons EF: 0.97 Cap: 80.0 gallons _ EF: 0.97 • CF, Glass /Floor Area: 0.20 Total as -built points: 50313 Total base points: 53484 PASS I hereby certify that the plans and specifications covered by this calculation are i 'c• mpl"': nce with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this butldin compliance with the Floril; E OWNER/AGENT: DATE: II O - f> (O Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCSB v3.30) FORM 600A -2001 • ••• •• ••• • • • SUMMER CALCULATIONS • • • � •" Residential Whole Building Performance Method Ac - .E,etalas::' •••• • • •••• • • • • •,• • • • • - • • ••• • • • ••• • • •• •• • . • • • • ••• • - • • • • • IADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, • PERMIT #: • • •• ••• •-- • • • I BASE 1 • �•�L' : ' •' • • •'' GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X SPM X SOF = Points .18 3760.0 32.50 21996.0 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: N 0.0 0.0 E 0.0 0.0 S 0.0 0.0 S 8.0 8.0 W 0.0 0.0 145.0 36.46 1.00 208.8 78.71 1.00 90.0 66.93 1.00 120.0 66.93 0.52 206.0 70.53 1.00 769.8 5287.0 16431.1 6023.4 4189.0 14528.5 46459.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 3172.0 2.70 8564.4 3172.0 8564.4 Concrete, Int Insul, Exterior As -Built Total: 5.0 3172.0 2.00 3172.0 6344.0 6344.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 84.0 6.40 537.6 84.0 537.6 Exterior Wood As -Built Total: 84.0 9.40 84.0 789.6 789.6 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic Base Total: 3760.0 2.80 10528.0 3760.0 10528.0 Under Attic As -Built Total: 19.0 3760.0 3.72 X 1.00 3760.0 13987.2 13987.2 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM A = Points Slab Raised Base Total: 396.5(p) -20.0 - 7930.0 0.0 0.00 0.0 - 7930.0 Slab-On -Grade Edge Insulation As -Built Total: 5.0 396.5(p -16.60 396.5 - 6581.9 - 6581.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 3760.0 18.79 70650.4 3760.0 18.79 70650.4 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 . FORM 600A -2001 • • ••. •• . • • SUMMER CALCULATIONS' • .I• .I• .• .• •• ▪ • • • • • • • • •• • • • • ••▪ • • • • Residential Whole Building Performance Meihod - D.eail;., • • . • IADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, PERMIT #: • -- •� • • • • • 0, ••. ! - -• . • •• BASE AS -BUILT • ' • ' ' ' "' .. Summer Base Points: 104346.4 Summer As -Built Points: 131648.3 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 104346.4 0.4266 44514.2 131648.3 0.263 (1.073 x 1.165 x 0.90) 0.253 0.950 9352.8 131648.3 0.368(1.00 x 1.165 x 1.00 0.262 0.950 13597.6 131648.3 0.368(1.00 x 1.165 x 1.00 0.262 0.950 13597.6 131648.3 1.00 1.125 0.260 0.950 36538.0 EnergyGaug&M DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 FORM 600A -2001 00• • :• •• • :• 1 • • • • : .. •. • • ; :•• • • • • • • • ... • WINTER CALCULATIONS' Residential Whole Building Performance IVIetl3od AC - •D•etaiks ::, • • • ••• • • • • • • • • :• • ••• • IADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, PERMIT #: • • • • • • • • • • • •. :0• ! O -.' ••. • I BASE A S - B U I L T : ' •' • • "" " GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Omt Len Mgt Area X WPM X WOF = Point .18 3760.0 2.36 1597.2 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: N 0.0 0.0 E 0.0 0.0 S 0.0 0.0 S 8.0 8.0 W 0.0 0.0 145.0 6.03 1.00 208.8 4.77 1.00 90.0 4.49 1.00 120.0 4.49 1.33 206.0 5.49 1.00 769.8 874.7 996.0 404.5 716.9 1131.4 4123.5 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 3172.0 0.60 1903.2 3172.0 1903.2 Concrete, Int Insul, Exterior As -Built Total: 5.0 3172.0 0.90 3172.0 2854.8 2854.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 84.0 1.80 151.2 84.0 151.2 Exterior Wood As -Built Total: 84.0 2.80 84.0 235.2 235.2 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 3760.0 0.10 376.0 3760.0 376.0 Under Attic As -Built Total: 19.0 3760.0 0.14 X 1.00 3760.0 526.4 526.4 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 396.5(p) -2.1 -832.6 0.0 0.00 0.0 -832.6 Slab -On -Grade Edge Insulation As -Built Total: 5.0 396.5(p -2.70 396.5 - 1070.6 4070.6 INFILTRATION Area X BWPM = Points Area X WPM = Points 3760.0 -0.06 -225.6 3760.0 -0.06 -225.6 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 FORM 600A -2001 • • • • • • •. .. •• • • • • • • • ••• WINTER CALCULATIONS • • "' • • • ••• • •• •• • • • • • • ; • • • • •. • • Residential Whole Building Performance Method A - .Qeta1Es: •• •••• . ••• • • • • • • •,• • '• • .:. ••• • •- I ADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, PERMIT #: • • • • • • :' • • • • BASE AS -BU LT : ' •' • • "' "w Winter Base Points: 2969.4 Winter As -Built Points: 6443.8 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Heating Points 2969.4 0.6274 1863.0 6443.8 0.944 (1.099 x 1.137 x 0.91) 1.000 1.000 6443.8 0.056(1.00 x 1.137 x 1.00) 1.000 1.000 6443.8 1.00 1.137 1.000 1.000 6919.0 408.2 7327.2 EnergyGaugeTM DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 FORM 600A -2001 • ••• • ••••• •• •'• •'••• • WATER HEATING & CODE COMPLIANCE g1'ATt`S Residential Whole Building Performance Method As- Rears:; • • • • • • • • • • • • •••• • • • • • • • • • • IADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, • PERMIT #: •• • • • • • • • •• • s•• ••• • • • • BASE CODE COMPLIANCE STATUS AS - BUILT : :.' :� ••• •• ' WATER HEATING BASE Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Cooling Points + Heating + Points Volume Bedrooms Ratio Multiplier 3 2369.00 + 7107.0 80.0 0.97 3 0.50 2149.20 1.00 3223.8 Total Points 44514 1863 80.0 0.97 3 0.50 2149.20 1.00 3223.8 53484 36538 7327 As -Built Total: 6447.6 PASS EnergyGauge' ' DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 • CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 44514 1863 7107 53484 36538 7327 6448 50313 PASS EnergyGauge' ' DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCSB v3.30 • FORM 600A -2001 • • • • • • • • • • • ••• • • • Code Compliance Checklist •e• • • Residential Whole Building Performance Method A - la;et�tis;:' • � • • ♦ • • • • • • • ••• • • • • • • IADDRESS: 448 NW 96 STREET, MIAMI SHORES, FL, • PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST •• • • • •• : • •• •• • 7. O. ENERGY PERFORMANCE LLV�,`(EPY:} i+. DISPLAY CARD • •• • • • • •: • ;,;::. •••, • • • •.•• • •• •••• . ESTIMATED ENERGY PERFORMANCE SCORE j 4,6.. • ••, • ; • • • •,• • • The higher the score, the more efficient the home. • • ••• ; ; • •' : • - • • • ' • • • • ••• •• BILL CATES, 448 NW 96 STREET, MIAMI SHORES, FL, 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Instil, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A Single Pane 769.8 ft2 0.0 ft2 0.0 ft2 New Single family 1 3 No 3760 ft2 Double Pane 0.0 ft2 0.0 ft2 0.0 ft2 12. Cooling systems a. Central Unit b. Central Unit c. Central Unit 13. Heating systems a. Electric Strip b. Electric Strip R =5.0, 396.5(p) ft _ c. N/A 14. Hot water systems a. Electric Resistance R =5.0, 3172.0 ft2 _ b. Electric Resistance c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) R =19.0, 3760.0 ft2 _ 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, Sup. R =6.0, 127.0 ft MZ- C- Multizone cooling, MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 30.0 kBtu/hr SEER: 13.50 _ Cap: 42.0 kBtu/hr _ SEER: 13.00 _ Cap: 42.0 kBtu/hr _ SEER 13.00 _ Cap: 100.0 kBtu/hr _ COP: 1.00 Cap: 5.9 kBtu/hr _ COP: 1.00 Cap: 80.0 gallons _ EF: 0.97 Cap: 80.0 gallons _ EF: 0.97 CF, A *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar""designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affair 1 rgy O: ¢Version: FLRCSB v3.30) • • ••• • •• •• • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • ••• •• •• • • • • • • • • • • • • • • ••• • • •• • • ••• ••• • •• • • • • • • • • • • • • •• • • • •• • • • •• • • • • • ••• • ••• ••• • • • • • • • •• • • • •• ••• • ••• • • • • •• • • • • • • • • •• • • • • • ••• I{ ± OCT 2 5 J2006 SUBSURFACE EXPLORATION REPORT B. Y: PROPOSED RESIDENCE 448 NE 96 STREET MIAMI SHORES, FLORIDA FILE NO.: 05 -3856 JANUARY 11, 2006 •• • • • •• 0(0---cf�� Ardaman & Associates, Inc. OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855 -3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533 -0858 Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) 632 -2503 Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) 768 -6600 Miami, 2608 W. 84th Street, Hialeah; Florida 33016, Phone (305) 825 -2683 Port Charlotte, 740 Tamiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624 -3393 Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) 878 -0072 Sarasota, 2500 Bee Ridge Road, Sarasota, Florida 34239, Phone (941) 922 -3526 Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576 -6131 Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) 620 -3389 West Palm Beach, 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409, Phone (561) 687 -8200 MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers • • • ••• • • •• •• • • • •• •: ••• • • • • • • • • • • • • ••• • • • • I'IuA his • : crates, Inc. •Cteotechnical, availronmelltal apo .Materials CanCt4tants • • • • .••• • • • • • • • • • • •• • ••• • • • • • • • • • • • .•• • • * •• ••• •• •••••••.: • Mr. & Mrs. William Gate ' ' "' '•' 490 NE 102 Street Miami Shores, FL 33138 RE: SUBSURFACE EXPLORATION REPORT PROPOSED RESIDENCE 448 NE 96 STREET MIAMI SHORES, FLORIDA January 11, 2006 File No.: 05 -3856 As requested and authorized by you, we have completed a shallow subsurface soil exploration for your proposed residence project. The purposes of performing this exploration were to evaluate the general subsurface conditions within the building areas and to provide recommendations for site preparation and foundation support. In addition, we have estimated the coefficient of design permeability for the soils. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION The site for the proposed facility is located on the south side of NE 96 Street and west of NE 5 Avenue in Miami Shores, Florida (Section 6, Township 53 S, Range 42 E). The site is currently an empty lot. PROPOSED CONSTRUCTION AND GRADING It is our understanding that the proposed development includes a two -story residence structure. The proposed building will consist of load bearing masonry walls and interior columns with slab -on -grade floors. 2608 West 84th Street, Hialeah, Florida 33016 Phone (305) 825 -2683 FAX (305) 825 -2686 Offices in: Bartow, Cocoa. Fort Lauderdale. Fort Myers. Miami. Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach • • ••• • • •• •• . • • • ••• • • • • • • • ••• • • • • • • • • • • • • • • • • •••• • • • • • • • • • • I January 11, 2006. • ••• • -2- • .• File No.: 05 -3�5 • ' ::• ;• • • • ••• • • • • • • ••• • ••• • • • • • • • • • •• • • FIEI.CL EXPLORATION PROGRAM ••• ••• • • • • •• •• SPT Borings 1 The field exploration program consisted of performing three (3) Standard Penetration Test (SPT) borings. 1 The SPT borings were performed at the approximate locations shown in our boring location 1 plan. The borings were advanced to depths ranging from 15 to 30 feet below the ground surface using the methodology outlined in ASTM D -1586. A summary of this field procedure is included in the Appendix. Split -spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory in sealed sample jars for further ' classification and laboratory testing. 1 The groundwater level at each of the boring locations was measured upon completion of drilling. Field Permeability Test In order to estimate the hydraulic conductivity of the upper soils, a constant head exfiltration test was performed at the location shown in our Boring Location Plan. The test 1 was performed in accordance with methods described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. Descriptions of the 1 soils observed in the exfiltration test borehole and the test results are presented in the Appendix. LABORATORY TESTING PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified. The resulting soil descriptions are shown on the soil boring profiles presented in the Appendix. • • ••• • •• •• • • • • • • • • • • • • ••• • • • • • • ••• • • January 11, W06•• •.• File No.: 05 -33350 ; • •• • • • • ••• • ••• • • ••• •• •• • • • • • • • • • • • • • ••• ••• • •• • • • • • • •• • • • • • •• • • • • • • • • • • •• ; ; .GENERAL SUBSURFACE CONDITIONS •- ••• • • • • •• • • • • • •• • • •• • • • • • General Soil Profile ••• •• • -3- The results of the field exploration and laboratory testing programs are graphically summarized on the soil boring profiles presented in the Appendix. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. The results of our test borings indicate the following general soil. profile: 0 -8 Sand 8 -15 Limestone 15 -25 Sand 25 - 30 I imestone The above soil profile is outlined in general terms only. Please refer to the boring logs for soil profile details. Measured Groundwater Level The groundwater level was measured in the boreholes on the day drilled after stabilization of the downhole water level. As shown on the boring logs, the measured groundwater levels were encountered at depths that ranged from 6.5 to 6.8 feet below the ground surface on the dates indicated. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. • • ••• • •• •• • •• •• .•. • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • • January 11, 2006• File No.: 05 -3235$ • • • ••• • • ••• • •• • • • • • • • • • • • • • • • • • •••• • • • • • • • ••• • • • ••• • • • •• ••• •• ••aVORIVAL.;Sp4►$ONAL HIGH GROUNDWATER LEVEL • • • • • • ••• ••' -4- The normal seasonal high groundwater level each year is the level in the August - September period at the end of the rainy season. The water table elevations associated with a 100 -year flood level would be much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions using our boring Togs, we estimate the normal seasonal high groundwater level at the site to be approximately 0.5 feet above the groundwater levels measured at the time of our field exploration. ENGINEERING EVALUATION AND RECOMMENDATIONS General The results of our exploration indicate that, with proper site preparation as recommended in this report, the existing soils are suitable for supporting the proposed structures on conventional shallow foundations. Spread footings should provide an adequate support system for the 2 -story structures. The following are our recommendations for overall site preparation and foundation support, which we feel best suited for the proposed facility and existing soil conditions. The recommendations are made as a guide for the design engineer and /or architect, parts of which should be incorporated into the project's specifications. • • ••• • • •• •• • • • •• •• • ••• •• • • • • • • • • • ••• • • • • • • • • • • • • • • • ••• • • • • January 11, 2006• File No.: 05 -354 • • • ••• • • ••• • • • • • •• • • • • • • ••• • • •• • • • • • •• • • • • • • • • • • -5- Stripping an4Grpldb;n9 ••• :•• ••• • : : : :: • •• •• • • • • • • The "footprints" of the proposed 6urdings area, plus a minimum margin of five feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Specifically, the organic topsoil as encountered in the borings to a depth of 6" should be stripped and replaced with appropriate compacted fill to the desired level. During the grubbing operation, roots with a diameter greater than % inch, stumps, or small roots in a dense state, should be grubbed and completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation. Proof - rolling We recommend proof - rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near - surface soils, to increase the density of the very loose to loose fine sand soils within the top 3 to 4 feet, and to prepare the existing surface for the addition of the fill soils (as required). Proof - rolling of the building areas should consist of at least 10 passes of a self - propelled vibratory compactor capable of delivering a minimum impact force of 30,000 to 35,000 pounds per drum to the soils. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield ", remove all deleterious material and replace with clean, compacted sand backfill. The proof - rolling should occur after cutting and before filling. A density equivalent to 95 percent of the modified Proctor (ASTM D -1557) maximum dry density value for a depth of 1 foot in the building areas must be achieved beneath the stripped and grubbed ground surface. Additional passes and /or overexcavation and recompaction may be required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction. • • •.• • • • • • • • •• ▪ • • • • • • • • • • • • • ••• • • • • • • 11. January 11, 2406• • ••• File No.: 05 -3�5 • • • • • • • • • ••• • ••• • • •• • • • • • •• •••• • • • • • • -6- Suitable Fill Mbatttripl andthe•Con paction of FiII Soils • ••.•••:. . All fill materials should be• free of organic materials, such as roots and vegetation. As a general guide to aid the contractor, we recommend using fill with 3 to 10 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D -1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand -held compaction equipment is used, the lift thickness should be reduced to 6 inches. Foundation Support by Spread Footings and Foundation Compaction Criteria Excavate the foundations to the proposed bottom of footing elevations and, thereafter, verify the in -place compaction for a depth of one foot below the footing bottoms. If necessary, compact the bottom of the excavations to achieve a minimum dry density equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D -1557) for a depth of 1 foot below the footing bottoms. Based on the existing soil conditions and, assuming the above outlined proof - rolling and compaction criteria is implemented, an allowable soil bearing pressure of 2500 pounds per square foot (psf) may be used in the foundation design. With the site prepared and the foundations designed and constructed as recommended, we anticipate total settlements of one inch or less, and differential settlements between adjacent footings less than 0.25 inch. The majority of the settlements should occur during construction. All bearing wall foundations should be a minimum of 16 inches wide and column foundations 24 inches wide. A minimum soil cover of 14 inches should be maintained from the bottom of the exterior foundations to the adjacent outside finished grades. • • ••• • • • ••• •• •• • • • •• • • • • • •• • • • • • • • • ••• • • • • • ••• • • • • • January 11, 2006• • ••• • File No.: 05 -3p5i ; • '•: •• • ••• ■•• • • • • • • • • • • • • • • • • • Floor Slab Vapor Barrier and Slab Compaction Requirements •• • • • • •• ••• •• -7- Compaction berteat� a�II;FIQo� nabs should be verified for a depth of 12 inches and meet the 95 percent criteria (modi'fed'PFoctor, ASTM D- 1557). Precautions should be taken during the slab construction to minimize moisture entry from the underlying subgrade soils. This can be achieved through the installation of an impervious membrane (vapor barrier) between the subgrade soils and floor slab. A ten -mil thick polyethylene film is commonly used for this purpose. Care should be exercised when placing the reinforcing steel (or mesh) and slab concrete such that the membrane is not punctured. If interior columns are isolated from the floor slab, an expansion joint should be provided around the columns and sealed with a water -proof sealant. The slab on grade may be designed with the following soil properties: Friction angle th =32° Cohesion =0 Moist unit weight =110 pcft Modulus of subgrade reaction =200 pci QUALITY ASSURANCE We recommend establishing a comprehensive quality assurance program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Ardaman & Associates. As a minimum, an on -site engineering technician should monitor all stripping and grubbing to verify that all deleterious materials have been removed and should observe the proof - rolling operation to insure that the appropriate number of passes are applied to the subgrade. In -situ density tests should be conducted during backfilling activities and below all footings and floor slabs to verify that the required densities have been achieved. In -situ 1 1 p 1 1 1 1 1 1 1 c 1 1 Very truly yours, ARDAMAN & ASSOCIATES, INC. 1 1 1 1 • • ••• • •• •• • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • ••• •• •• • • • • • • • • • • January 11, 206. . ••• -g- File No.: 05 -3;65 ▪ • •e• • ••• • • • • • • • • • density values should be compared to laboratory Proctor moisture - density results for each of the differentiatu;aland ill soils a icountered. • •••• :•••. Finally, we recommend inspecting and testing the construction materials for the foundations and other structural components. CLOSURE The analysis and recommendations submitted herein are based upon the data obtained from the soil borings presented in the Appendix and the assumed loading conditions. This report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during construction. If variations then appear evident, it will be necessary to re- evaluate the recommendations presented in this report after performing on -site observations during the construction period and noting the characteristics of the variations. This report has been prepared for the exclusive use of Mr. & Mrs. William Cate in accordance with generally accepted soil and foundation engineering practices. In the event any changes occur in the design, nature, or location of the proposed facility, we should review the applicability of conclusions and recommendations in this report. We also recommend a general review of final design and specifications by our office to make sure that earthwork and foundation recommendations are properly interpreted and implemented in the design specifications. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to you or should you have any questions, please contact us. fAve 6 Evelio Horta, Ph.D., P.E. Vice President FL Reg. No. 46625 Ardaman & Associates, Inc. 1 1 1 1. r 1 1 1 1 1 1 1 1 1 1 1 1 • • ••• • • •• •• • • • •• •• .•. • • • • • • • • • • • • • • • ••• • iir 7 rimamo ilk Mil WPARII 1NE81Hr7691 -Mr NIL 1' l4;" ." W. diL- lldlro5� Lin :‘,4,1141: II' i04111 P' iI Ardaman & Associates Inc. Consulting Engineers in Soils, Hydrology, Foundations and Material Testing. Proposed Residence 448 NE 96th Street Miami whores, Miami —Dade County, FI. E.H. °I°r' 01/06/06 05 -3856 •• • r • • • • ••• • • • • • • •• • • • • ••• • • • ••• •• •• • • • •• •• • • • • .• • • • • • • • • ••• • • • ••• • • •• • • • • • • • • • • • • ••• . • • • ••• • ••• • •• • • • • • • • 96th STREET • • • • • • • • . • • • • • • • ••• • • • • •• ••• •• • • • • •• • • • • • • • • • • • ••• •• B -2 r1; EXF -1 B -3 B -1 LEGENQ eBoring location CI Ex filtration- test location This sketch is for illustration only. Ardaman & Associates Inc. Consulting Engineers in Sole, Hydrology, Foundations and Material Testing. Proposed Residence 448 NE 96th Street ___- Miami Shores, Miami —Dade County, FI. a•ar® ea E.H. '°D 01 /06/06 IPPROIED • • ••• • • • ••• •• • • •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • ••• • ••• • • •• • • • • • • • • • • • ••• • • ••• • • • • • •• • • • • • ••• • • •• • • • • • • •• • • • • • • • • • • ••• • • • •• •••• •• • • • • • • • • •• • • • • • ••• •• • APPENDIX STANDARD' PENETRATION TEST BORING LOGS A Our borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be anticipated. The information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that no groundwater will be encountered at that boring location. Andaman & Associates, Inc. 1 1 1 1 1 • • ••• • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • • • • • ••• • • • • ••• 1: ; • • • •; • • STRIADAl E P 1�IETRATION TEST BORINGS • ••• • ••• -•- • • • • The Standard Penetration Test is a widely accepted method of testing foundation soils in place. The N,Value obtajnedfjQm the test has been correlated empirically with various soil properties. Thpse irtpri•Xa7 correlations allow satisfactory estimates to be made of how the soil is likely.to•bbilave vtliori §pbjptted to foundation loads. Tests are usually performed in the boreholes at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation bearing grade where the soil will be the most highly stressed. Boreholes where Standard Penetration Tests will be performed are drilled with a truck- , mounted CME 45A drill rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about three inches in diameter. A bentonitic drilling mud is recirculated in order to remove the cuttings and support the walls of the borehole_ .The_drag bitas specially . modified to direct the mud upward and reduce disturbance of the soil ahead of the bit Occasionally, running or squeezing ground is encountered that cannot be stabilized by the drilling mud alone. In addition, drilling mud may be lost into the soil or rock strata that are unusually pervious. In such cases, flush - coupled steel casing with an outside diameter of about 3.5 inches is driven as a liner for the borehole. 1 1 1 1 1 1 1 1 1 1 After the borehole has been advanced to the depth where a Standard Penetration Test will be performed, the soil sampler used to run the test is attached to the end of the drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D -1586. The sampler used has a split - barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weighs 140 pounds and falls 30 inches. The driller records the number of hammer blows needed to advance the sampler the second and third six -inch increments constitutes the test result; that is, the N-Value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs when 50 hammer blows advance the sampler six inches or less. After the test is completed, the sampler is removed from the borehole and opened. The driller examined and classifies the soil recovered by the sampler. He places representative soil specimens from each test in closed glass jars and takes them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. The driller's classifications may be adjusted, if necessary, to conform more closely with the United Soil Classification System, ASTM 0 -2487. Jar samples are retained in our laboratory for sixty days, then discarded unless our clients request otherwise. After completion of a test boring, the water level in the borehole is recorded. Ardaman & Associates, Inc. 1 1 •. ••• ••• • ,•, t(E .TO SYMBOLS • • Symbol Description • • . • ••• • • • • • • Strata symbols MINNIMMEM •• ••• • ••• • • •• Sand • ••• ••• • • • • •• • •• • • • •• • • • • • • • • ••• • ••• ••• • • • • • • Limestone ••• • • • •• ••• •• • • • • • • • •• • • • • •• • • • • • ••• ••• Misc. Symbols Water table at boring completion Soil Samplers Standard Penetration test Notes: 1. Exploratory borings were drilled on 01/09/06 using a 4 -inch diameter continuous flight power auger. 2. No free water was encountered at the time of drilling or when re- checked the following day. 3. Boring locations were taped from existing features and elevations extrapolated from the final design schematic plan. 4. These logs are subject to -the- limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported on the logs. • L.Tg;ST BORING SYMBOLIC LOGS • • : :• :: • : : BORING B -1 Project: 448 NE 96 S trebt :: • • •; • File No.: 05 -3856 Date: 01/09/06 Elev.: N/A Boring Location.; SEE • PLAN Casing: N/A •; • ; •'• ••• •• Drill Method: StT ; • • • • 01. ' ::: •• Driller: J.J. /E.A. Depth of Waterrabt • • • : 8' ' •' '. • Date Checked: 01/09/06 ELEVATION / DEPTH r0 Notes: 6 10 15 20 25 30 35 SO SYMBOLS SAMPLER riSBA :'. ;•• - • - • . • • • • 2/6 SAND, pale brown, fine grained. 2/6 (upper approximately 6" of topsoil) �l - - - -. 1-.-MEI .. -I■ I---= --.•■ •.•-MII ■ •IMMUNE ■ •• 1---t MIME iiiii 1•• �� .••■• -. �--. • • .•.�■ ••• 1 -..�■ -.--. 1 • �■ • • 1 -.-M■ .-.�• ----. .-.IM• t---= -.-•■ IMMIIIIIA IIMMIIII1 1••U 3/6 3/6 3/6 2/6 2/6 2/6 2/8 2/8 2/6 SAMPLE No. SPT "N" VALUE SAND, brown, fine grained. LIMESTONE, brownish yellow. A 2/6 2/6 2/6 3/6 3/8 3/6 3/6 4/6 4/8 4/6 5/8 5/6 A LIMESTONE, very pale brown. 1 2 4 4 6 4 4 4 6 8 10 Ardaman & Associates, Inc. l-' SOIL .1 :5$I: Project: 448 NE 9i Stieei.la' Date: 01/09/06 Boring Location: SEA PLAN Casing: N/A ': :: • • • • Drill Method: SPTIHSA • . • • Depth of Water rabid • • 6:7' ,BARING SYMBOLIC LOGS : : BORING B -2 : File No.: 05 -3856 Elev.: N/A • •• •• • • • •• • •• • • •• • Driller: J.J. /E.A. Date Checked: 01/09/06 ELEVATION 1 DEPTH r0 5 10 15 20 25 30 35 Notes: SOILAYMilO0 • SAMPtF•R SYM®OI•S • AND FIELpTC.SS1:Dg'T4 •• - , • • • 1 2/6 2/6 2/6 3/8 3/6 2/6 2/8 2/8 2/6 2/6 2/8 2/6 2/6 2/8 3/8 3/6 3/6 3/6 4/6 4/6 4/6 4/8 4/8 4/8 1/6 0/6 1/6 4/6 4/6 4/6 4/6 14/8 45/6 •• ••• •• • • • • • • •• • •• • SOIL DESCRIPTION • • • . • • ••• • SAND, very pale brown, fine grained. SAMPLE No. SPT "N" VALUE SAND, brownish yellow, fine grained, with rock fragments. LIMESTONE, very pale brown with sand, fine grained. SAND, brownish yellow, fine grained. LIMESTONE, pale brown, with sand, fine grained. 1 2 3 4 5 4 5 4 4 5 6 8 8 1 8 59 Ardaman 8. Associates, Inc. - IN 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SOIL• E$T; BORING SYMBOLIC LOGS • • � • • • • ••0 • • BORING B -3 • • • ••• • • • Project: 448 NE 94 Shea.:: • • • File No.: 05 -3856 Date: 01/09/06 • • ••• Elev.: N/A Boring Location: SE4 PLAN V. • • Casing: N/A •: ; : . • . Drill Method: SPT :: •• •'• Depth of Water raid ••• •• • •• • • •• • Driller: J.J. /E.A. Date Checked: 01/09/06 ELEVATION / DEPTH SOIL,Sy'M o S SAMPPERSVMSOUS'• AND FIEC 1- 11D/r/� :•• :•• ••• SOIL DESCRIPTION • • • • • • • SAMPLE No. SPT "N" VALUE 0 5 •_ 2/6 3/6 3/6 2/6 2/6 _ 3/6 3/8 8/6 3/6 3/8 3/6 3/6 3/6 4!8 4/6 4/6 4!6 5/6 5/6 6/6 • • • ,.•' it • • • SAND, brown, fine grained. (upper approximately 6" of topsoil) SAND, brown, fine grained. LIMESTONE, brownish yellow, with sand, fine grained. LIMESTONE, very pale brown,withsandrfine-grained. 1 2 3 4 5 6 5 11 6 8 9 11 I3/6 .... . / mum.. .. i ...m■ War. — ii i. =, ....• 10 15 20 25 30 35 1• ... .... ■ .. . 1 •• ..moms M••�� 1• mom■ �...� ..... 1....1 ....■ 1..... ....■ m...= ..mom■ I... Inium ..mom■ .m . .' ' ..u• Notes: Ardaman & Associates, Inc. MI IIMI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • • .•. .. • • .•. •• -•• • • • •• •• • • • • • • ••• • • • • • • • 000 • . • • • • • . • • • • •• • • • •S' • • • CONSTANT HEAD ISERcOLATION TEST SFWMD Usual Open Hole Test • ••••••.'resit • ••• • . • • .• • ••••.•.• • '• • • • • • ... •. • • January 10, 2006 File No. 05 -3856 Grade 0-6" Topsoil A 6"-5' Sand • d 5' -15' Limestone H2 Water Tab Ds e K = Hydraulic Conductivity (cfs/f 2-ft head) Q = Stabilized Flow Rate (cfs) d = Diameter of Test Hole (ft) H2 = Depth Of Water Table (ft) Ds = Saturated Hole Depth (ft) H = Test Hole Depth (ft) 1.93E -05 2.34E -03 0.5 6.5 • 8.5 15 W/o 6 Evelio Horta, Ph.D., P.E. Branch Manager Fla. Reg. No. 46625 Ardaman & Associates Inc. Consulting Engineers in Soils. Hydrology. Foundations and Material Testing. Proposed Residence 448 NE 96th Street Miami Shores, Miami —Dude County, Fl. new. 05 -3856 "N°°" E.H. °4'6 01/06 06 APRONS Mt Models: 160 Woodburning Fireplace OCT 2 5 2096 BY: ------- o_- e®m- -ea_va q9'7 O� - • • •••• • • • • ••• • •••• • • •• 4:Wilkes Manual /I\ • ••• • • tnstarfle'ttdn and Operation ice!! •9!�90��i► n •• • • ••• • •A • • • • • • • • ''r!j jar � � � -- ,� ■ . j,;(.10 MN MAINIAM / i011IM MEM 11,11 • iIr I milk taLL �IM�1111111 111111I _ _ • • • • • • • •• • • • • • •• • • • • • ••• • • • •• ••• (Traditional refractory shown.) CAUTION • •• • • •• • • • • • • • ••• •• LISTED DO NOT DISCARD THIS MANUAL Important operating • and maintenance instructions included. Read, understand • Leave this manual with and follow these party responsible for instructions for safe use and operation. installation and operation. A WARNING If the information in these instruc- tions is not followed exactly, a fire may result causing property damage, personal injury, or death. • Do not store or use gasoline or other flam- mable vapors and liquids in the vicinity of this or any other appliance. • Do not overfire. Overfiring will void your warranty. • Comply with all minimum clearances to combustibles as specified. Failure to comply may cause house fire. Installation and service of this fireplace should be performed by qualified personnel. Hearth & Home Technologies suggests NFI certified or factory- trained professionals, or technicians supervised by an NFI certified d Energy professional. Wood Technical Training AWARNING HOT! DO NOT TOUCH. SEVERE BURNS MAY RESULT. CLOTHING IGNITION MAY RESULT. Glass and other surfaces are hot , during operation and cool down. • Keep children away. • CAREFULLY SUPERVISE children in same room as fireplace. • Alert children and adults to hazards of high temperatures. • Keep clothing, furniture, draperies and other combustibles away. AWARNING 6 Fire Risk • For use with solid wood fuel or decorative gas appliance only. • Do not install unvented gas logs. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 1 Read this manual before installing or opprpti g 1 ifs:f4replace. Please retain this owner's manual %r Mute a teletrenae.: • • ••• • • • . ••• Congratulations! The information ciontaanecl in thil owners manual unless noted otherwise, ppplies t® %octet! ancGgas control systems. Your new Heatilato'r Wood bumin5 fireplace will give you years of durable use and trouble -free enjoyment. Welcome to the Heatilatoafanailyc of fireplaceluoductsl Congratulations on selecting a Heatilator wood burning fire- place. The Heatilator fireplace you have selected is designed to provide the utmost in safety, reliability and efficiency. As the owner of a new fireplace, you'll want to read and care- fully follow all of the instructions contained in this owner's manual. Pay special attention to all cautions and warnings. This owner's manual should be retained for future reference. We suggest you keep it with your other important documents and product manuals. • ••••••• • • • • • •. • • • • • ••• •• Homeowner Reference Information We recommend that you record the following pertinent information about your fireplace: Model Name: Date purchased /installed: Serial Number. Location on fireplace: Dealership purchased from: Dealer phone: Notes: Listing Label Information /Location The model information regarding your specific fireplace can be found on the rating plate located on the smoke shield of the fireplace. Serial Number Grate Fireplace Model � FIREPLACE I��b. WARNING: RISK OF MODEL y . FIRE DAMAGE. REPLACE LISTED TECHNOLOGIES NO E LOGI S OME INC. C FIRECHAMBER INTENDED FOR USE WITH HEARTH & HOME TECHNOLOGIES INC. LISTED FIREPLACE PARTS. SEE INSTALLATION AND OPERATING INSTRUCTIONS FOR THIS MODEL. ONLY HEARTH & HOME TECHNOLOGIES INC. GLASS DOOR KITS CAN BE INSTALLED ON THIS UNIT MODEL 1/0. MFG. DATE FIREPLACE ALSO FOR USE IN MANUFACT RED HOMES YES NO CLEARANCE TO CHIMNEY FIREBOX COMBUSTIBLES: 2IN. NON. AN KIT MODEL NO. RATED AT 115 VOLTS, 50160 Hz., IN. MIN. AMP. DO NOT OVERFIRE. USE ONLY: SOLID WOOD FUEL OR LISTED DECORATIVE GAS APPLIANCE. DO NOT USE A FIREPLACE INSERT OR OTHER PRODUCTS NOT SPECIFIED FOR USE WITH THIS PRODUCT. IF DOORS ARE USED OPERATE FIREPLACE WITH DOORS FULLY OPEN OR CLOSED ONLY. WHEN BURNING A DECORATIVE GAS APPLIANCE IN THE FIREPLACE, ADJUST DAMPER TO THE FULLY OPEN POSITION. WARNING! THIS FIREPLACE HAS NOT BEEN TESTED WITH AN UNVENTED GAS LOG SET. TO REDUCE THE RISK OF FIRE OR INJURY, DO NOT INSTALL AN UNVENTED GAS LOG SET INTO FIREPLACE. WARNING! THIS APPLIANCE IS NOT FOR USE AS COOKING EQUIPMENT. IF INSTALLATION OR OPERATING INSTRUCTIONS ARE MISSING CONTACT: HEARTH & HOME TECHNOLOGIES INC., 1915 W. SAUNDERS ST., MT. PLEASANT, IA 52641. 2 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 Table of Conteritts•: •:• • • • • • • • • • • • • ••• 1 Listing and Code Approvals A. Appliance Certification 4 2 Getting Started A. Design and Installation Considerations 5 B. Negative Pressure 5 C. Typical Fireplace System 7 D. Tools and Supplies Needed 8 E. Inspect Fireplace and Components 8 3 Framing and Clearances A. Selecting Fireplace Location 9 B. Clearances 10 C. Sidewalls /Surrounds 11 D. Frame the Fireplace 11 E. Construct the Chase 12 F. Chimney Requirements 12 4 Installation of Fireplace A. Install the Outside Air Kit 13 B. Secure the Fireplace 15 5 Chimney Assembly A. Chimney Requirements 17 B. Using Offsets /Retums 18 C. Assemble the Chimney Sections 19 D. Install the Ceiling Firestops 19 E. Install the Attic Insulation Shield 20 F. Double -check the Chimney Assembly 20 G. Secure the Chimney 20 6 Complete the Enclosure A. Chimney Termination 21 B. Chase Top 22 C. Install the Termination Cap 22 7 Accessories A. Gas Log/Lighter Provisions 24 8 Firt'shigg • • • • • ••• • • • • • • • •• •• .. • • • • . • • • • • • • • ••• • ••• • •• H4arth rent4 .....; . :. :. 25 B : FiSis6ing Material.: 27 ... :. :.:.. • Mantel • • 27 D. Sidewalls /Surrounds 27 E. •OIAs¢ Wojs•. y•• :•• ,•• 27 • .•• • • • • •• • • • A. 'Genera? Inffrmdtidth • • • • • 28 B. Outside Air 29 C. Clear Space Near the Fireplace 29 D. Flue Damper 29 E. Firescreen 29 F. Glass Doors 29 G. Grate 30 H. Wood Fuel 30 I. Starting a Fire 31 10 Troubleshooting A. Understanding Vent Problems 32 B. Diagnostics and Problem Solving 33 11 Maintenance and Servicing the Fireplace A. Disposal of Ashes 35 B. Chimney Inspection/Cleaning 35 C. Firebox Refractory 35 D. Maintenance Task List 36 E. Chimney Fire 36 12 Reference Materials A. Fireplace Dimensions 37 B. Fireplace Components 38 C. Chimney Components 39 D. Service Parts 44 E. Limited Warranty 47 F. Contact Information 48 9 Operatir angtrpc*iom Note: An arrow (0) found in the text signifies change in content. Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 3 1 Listing and Code Approvals •• •• ••• • • • • • • ••• • • • • • • • •• • ••• • • • ••• • • • •• •• •• • • • • • • • • • • • • • ••• A. Appliance Certification This fireplace system has been tested and listed in accor- dance with UL 127 standards by Underwriters Laboratories Inc. for installation and operation in the United States and Canada. This fireplace has been tested and listed for use with the op- tional components specified in this manual. These optional components may be purchased separately and installed at a later date. Installation of an outside air kit will require sig- nificant reconstruction and is best if installed at the time of fireplace installation. Heatilator is a registered trademark of Hearth & Home Tech- nologies Inc. A WARNING Fire Risk • Do not install or operate damaged fireplace. • Do not modify fireplace. • Installation other than as instructed by Hearth & Home Technologies Inc. is strictly prohibited. • Do not operate the fireplace without fully assembling all components. • Do not overture. • Do not install an unvented gas log set. This fireplace has not been tested for use with unvented gas log sets. • Installation and /or use of any component part not approved by Hearth & Home Technologies. Hearth & Home Technologies disclaims any responsibility for, and the warranty and agency listing will be voided by the above actions. • • • ••• • •• •• • • • • £•1AEARrliN • • • • • • • • • • • • Imll rbPer•installidtlbn,•adjustment' alteration, service or maintenance can cause injury or property damage. Refer tp hg gyvngr's forrgion ianual provided with this firgpla ; Fprpspi Large or additional information consult p ipstalter, serlice agency or your dealef.• • • • • • ••• • • Not intended for use as a primary heat source. This fireplace is tested and approved as a decorative fire- place. It should not be factored as a primary heat source in residential heating calculations. 4 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 2 Getting Started • • ••• •• •• • • • • • • • • • • • • • • • • • • ••• • • • • • ••• •• •• • • ••• •• •• • • • • • • • • • • • • • • • • • • ••• A. Design and Installation Considerations CAUTION Check building codes prior to installation. • Installation MUST comply with local, regional, state and national codes and regulations. • Consult insurance carrier, local building inspector, fire officials or authorities having jurisdiction about restrictions, installation inspection and permits. When planning a fireplace installation, it is necessary to de- termine the following information before installing: • Where the fireplace is to be installed. See Sections 3 and 4. • The vent system configuration to be used. See Sections 5 and 6. • Gas supply piping. See Section 7. • Framing and finishing details. See Sections 3, 6 and 8. • Whether optional accessories are desired. See Sections 7 and 12. Draft is the pressure difference needed to vent fireplaces successfully. Considerations for successful draft include: • Preventing negative pressure • Location of fireplace and chimney • • • • • ••• ••• • •• • • • • • • • • •• • • • •• • • • ▪ .... ••• • •VV'ARF M• 4spt`yxiption, RIO • •• ••Naative.pfessure cep cause spillage of ••aorbusetian furneland pot. Fire needs to draft properly for safe operation. B. Negative Pressure Negative pressure results from the imbalance of air avail- able for the fireplace to operate properly. Causes for this imbalance include: • Exhaust fans (kitchen, bath, etc.). • Range hoods. • Combustion air requirements for furnaces, water heaters and other combustion appliances. • Clothes dryers. • Location of return -air vents to furnace or air conditioning. • Imbalances of the HVAC air handling system. • Upper level air leaks: recessed lighting, attic hatch opening, duct leaks. To minimize the effects of negative air pressure, the follow- ing must be considered: • Install the outside air kit. Install the intake on the side of the house towards prevailing winds during the heating season. • Ensure adequate outdoor air is supplied for combustion appliances and exhaust equipment. • Ensure furnace and air conditioning return vents are not located in the immediate vicinity of the fireplace. • Avoid installing the fireplace near doors, walkways or small isolated spaces. • Recessed lighting should be a "sealed can" design; attic hatches weather stripped or sealed; attic mounted duct work and air handler joints and seams taped or sealed. • Basement installations should be avoided due to stack effect. Stack effect creates negative pressure in lower levels. Hearth & Home Technologies recommends the use of direct vent fireplaces in basements. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 5 Location of the fireplace and chimney will affect performance. As shown in Figure 2.1 the chimney should: Be installed through the warm airspace enclosed by the building envelope. This helps to produce more draft, especially during lighting and die -down of the fire. Penetrate the highest part of the roof. This minimizes the effects of wind turbulence. Be located away from trees, adjacent structures, uneven roof lines and other obstructions. Offsets can restrict draft so their use should be minimized. Consider the fireplace location relative to floor and ceiling and attic joists. Windward • • ••• • • • ••• • •• •• • • • •• • • • • • • • • • • • • • • • • • • • • • -• • ••• • • • • • • • • • • • • • • • ••• • • • • ••• • • • ••• • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •••• ••• • ••• • • • •• • • • •• ••1 •• • • • • • • • •• • • • • • ••• •• Recommended Location Recommended >J] �� Location Marginal Location Outside Air Intake Figure 2.1 Recommended Chimney Locations Multi-level Roofs 0 0 0 6 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 C. Typical Fireplace System The Heatilator fireplace system consists of the following: • Fireplace /integral grate /refractory/outside air system • Chimney termination cap • Chimney system • Hearth extension Optional components include: • Glass doors • Chimney air kit • • ••• • • • ••• •• •• • • • • •• •• •. • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • ••• • • • ••• • •• •• • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • ••• • ••• • • • •• • • • 00 .•• •. • • • • • • • •• • • • • • .•• •. Additional lateral support for chimney above roof (or enclosed in chase) if needed Non - combustible roof flashing maintains minimum clearance around chimney Support straps on rafter supports chimney (not shown) Ceiling firestop on floor of attic Illlfll!i!.,,- Termination cap Storm Collar Chimney system Combustible framing/header on top of V- shaped standoffs (spacers) Outside combustion air Chimney penetrates roof preferably without affecting roof rafters Offset/Retum (with hanger straps) Attic insulation shield may be used here to keep insulation away from chimney 0 Framing headed off in ceiling joists Enclosed space above and around fireplace Mantel and surround Decorative facing and trim Protective metal hearth strip(s) Figure 2.2 Typical Fireplace System Hearth extension Factory-built fireplace Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 7 D. Tools and Supplies Needed Before beginning the installation be sure the following tools and building supplies are available: Reciprocating saw Framing material Pliers High temp caulking material Hammer Phillips screwdriver Flat blade screwdriver Plumb line Gloves Framing square Electric drill and bits Safety glasses Level Tape measure 1/2 -3/4 in. length, #6 or #8 self - drilling screws Misc. screws and nails CAUTION • Keep fireplace dry. • Mold or rust may cause odors. E. Ins i t eia m �C ��PIraG C� c• P P onents • • • .... • • • • • • • • • Fire Risk►•• •• •• ::EXpIc iott Risk : :: • • ••• '.'Insp'act'firbpia& *id components for damage. Damaged parts may impair safe , , , operappn. ,,, „ . I1o3\141:inStall tiamaged components. doLv t.install iraomplete components. • • Do NOT install substitute components Report damaged parts to dealer. • Carefully remove the fireplace and components from the packaging. • The vent system components and doors are shipped in separate packages. • Report to your dealer any parts damaged in shipment. • Read all the instructions before starting the installation. Follow these instructions carefully during the installation to ensure maximum safety and benefit. 8 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 3 Framing and Clearances • • • •• •• • • • • • • • • • • • • • • ••• • • • ••• • • •• •• • ••••• • ••• • • • • • • • • • • • • • • ••• A WARNING Fire Risk Provide adequate clearances.• Around air openings • To combustibles • For service access. Locate fireplace away from traffic areas. A. Selecting Fireplace Location Several options are available to you when choosing a loca- tion for your fireplace. This fireplace may be used as a room divider, installed along a wall, across a comer or used in an exterior chase. See Figure 3.1. • • ••• • •• •• • • • • • • • • Note: • • • • • • • • • • • • •• • • • • • • • • • • jl stftttons Dpgi photos ,JlectT'pical installations and are FOR DESIGN PURPOSES ONLY. • Illustration s /diagram sa re not drawn to scale. • ACtuatirZstplIptOryappeeronce may vary due to indiOidtiat dbstrr acefbrence: • Hearth. 8: Home. Technologies reserves the right to alter its products. Locating the fireplace in a basement, near frequently opened doors, central heat outlets or retums, or other locations of considerable air movement can affect the performance and cause intermittent smoke spillage from the front of the fire- place. Consideration should be given to these factors before deciding on a location. See Sections 2 and 10. 19 -3/8 in. (492 mm) 4 60 -1/8 in. (1527 mm) t 28 in. (711 mm) 42 -1/2 in. (1080 mm) /� Across a / corner / 45- in. %( 56mm) 85 in. (2159 mm) 28 in. (711 mm) 12 in. In an exterior chase (305 mm) or projecting into a garage Along a wall A Note: 1 in. (25 mm) min. distance from fireplace to combustible materials. Note: In addition to these framing dimensions, also reference the following sections: • Clearances (Section 3.B.) • Mantel Projections (Section 8.C) • Fireplace Dimensions (Section 12.A.) _5/8 in. (16 mm) all configurations As a room divider -4-48 in — -)- (1219 mm) 28 in. (711 mm) 160 A With Outside in. 49 -1/2 Air mm 1257 Without in. 45 -1/2 Outside Air mm 1156 Figure 3.1 Fireplace Locations Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 9 B. Clearances .. •. • • • • • • • ••. • • • • •• • •••••• • • • • • • • • • ••• • • • • • • • • • • ••• • • ••• • • • A WARNING • • • •••• Fire Risk •• • • • ' • .. • • Comply with all min.mun cleajerces io combustibles as specified. Failure to comply may cause : re. . . . •-• - - • • •• • ■ • •• • • • •• • • • • • • • • •• •• • • • • Storm Collar Roof Flashing •• • • • • • ••• • 2 in. min. (51 mm) (attic) 2 in. min. (51 mm) Ceiling Firestop 2 in. min. (51 mm) I� 2 in. min. II (51 mm) Attic Insulation Shield /Ceiling Firestop r F (ceiling) 2 in. min. (51 mm) Offset/Retum with hanger straps (ceiling) 2 in. min. (51 mm) Must have 2 in. (51 mm) minimum clearance to header 0 in. to level of standoffs 1 in. (25 mm) to back of appliance //l�1 in. (25 mm) to side of appliance 0 in. (except at nailing flanges where tt is 1/2 in. (13 mm)) to floor Figure 3.2 Clearances to Combustible Materials 10 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 C. Sidewalls /Surrounds • • ••• • • • ••• •• •• • • • • • • • •• •• • • • • • • • • • • • • • • Adjacent combustible side walls must be located a minimum of 12 in. (315 minaQni tfie iirepllcapening. See Figure 3.3. If you are using a decorative surround constructed of combustible material, it must be located within the shaded area de- fined in Figure 3.3. Short stub walls are also acceptable if they are contained within the shaded area. •• • • • • • • • • • • • • • •• • • • •• FLUSH FRONT 23 -3/4 in. (603 mm) 50° • • • • • • ••• • • • • • • ••• • BRICK 4•in. •• • FRONT (102 rivrr • • • • • 1'vo =Dock (� -( 36 in. 12 in. (305 mm) Figure 3.3 Sidewalls and Surrounds ■W=r• • •• • • • (914 mm) (opening) 45 -1/2 in. (1156 mm) (framing) 12 in. (305 mm) 19 -3/4 in. (502 mm) 390 • • • • • • • • • • ••• •• • • • • • • • ••• •• Note: The frame of the AED door overlaps the front of the fireplace beyond the opening by 3/4 in. (19 mm) on each side and 1 -1/2 in. (38 mm) above the top. This should be allowed for when apply- ing facing to the front of the fireplace. D. Frame the Fireplace Figure 3.4 shows a typical framing (using 2 x 4 lumber) of the fireplace, assuming combustible materials are used. All re- quired clearances to combustibles around the fireplace must be adhered to. See Figure 3.2. Any framing across the top of the fireplace must be above the level of the top standoffs. 2 in. (51 mm) minimum air space clearance to the enclosure. 28 in (711 mm) 49 -3/4 in. (1264 mm) Figure 3.4 Framing the Fireplace 45 -1/2 in. 1156 mm) Note: Fireplace header cannot be positioned until the fireplace assembly is in place. 49 -3/4 in. (1264 mm) header height. Use only noncombustible material below the top of the front standoffs. Heatilator • I60 Woodburning Fireplace • 34920 Rev U • 08/06 11 E. Construct the Chase A chase is a vertical boxlike structure built to enclose the fireplace and /or its vent system. Vertical chimneys that run on the outside of a building may be, but are not required to be, installed inside a chase. Construction of the chase may vary with the type of build- ing. These instructions are not substitutes for the require- ments of local building codes. Local building codes MUST be checked. Chases should be constructed in the manner of all outside walls of the home to prevent cold air drafting problems. The chase should not break the outside building envelope in any manner. Building codes require false ceiling and ceiling firestops at each floor of the chase or every 10 ft (3.05 m) of clear space to control spread of fire. Walls, ceiling, base plate and cantilever floor at the first level of the chase should be insulated. See Figure 3.5. Vapor and air infiltration barriers should be installed in the chase as per regional codes for the rest of the home. Additionally, Hearth & Home Technologies recommends that the inside surfaces be sheet rocked and taped for maximum air tightness. Round Termination Cap Metal Chase Top Ceiling Firestop 1111111111111111111111111111 Tabs False Ceiling Attic Insulation Shield Ceiling Firestop Insulation Insulation False Ceiling False Ceiling Chimney Figure 3.5 Chase Assembly Insulation in the outside walls of the chase • • ••• • • • ••• Gas Iingtipt4s grid ptlZerepepings should be caulked with high ten=pera:urdcaGnCoestufred with unfaced fiberglass in- sulation! If the tU*e'Iece i? beir4g 1rVtalled on a cement slab, we recommend that in cold climates, a sheet of plywood or otheraised,platfgrtg t placql•WIn lerneath to prevent con - ductina co:i pp•intq the tpom.: ; •. Threebicarriples trchdse apOlicatibns are shown in Fig- ure 3.6. •• • • • •• ••• •• • • ••• • • • • •• • 1. Firellapepnsi c tiitrlpyrncloseg in an exterior chase. 2. Ohtrnney Offset through•extelier wall and enclosed in chase. 3. Chase constructed on roof. All outside walls should be insulated. 1 2 Figure 3.6 Chase Constructions 3 F. Chimney Requirements When planning your fireplace location, the chimney con- struction and necessary clearances must be considered. The fireplace system and chimney components have been tested to provide flexibility in construction. Vertical distances are measured from the base of the fireplace as shown in Figure 5.2. • Minimum overall straight height • Minimum height with offset/retum • Maximum height • Maximum chimney length between an offset and retum • Maximum distance between chimney stabilizers' • Double offset/retum minimum height • Maximum unsupported chimney length between the offset and retum • Maximum unsupported chimney height above the fireplace • Maximum unsupported chimney above roof ft m 18 5.49 18.5 5.64 90 27.43 20 6.10 35 10.67 24 7.32 6 1.83 35 10.67 6 1.83 Note: A maximum of two pairs of offsets and returns may be used. 12 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 4 Installation of Fireplace • • •• •• • • • • • • • • ••• • • • ••• • • • •• •• • • ••••• • • • • ••• • • • • • ••• • • • • ••• • • • • ••• `r " Sharp Edges 6( • Wear protective gloves and safety glasses during installation. CAUTION A. Install the Outside Air Kit This fireplace will operate correctly only if adequate ventila- tion is provided to allow proper draft to the fireplace system. See Section 2. The outside air kit is supplied (as an optional feature) with this fireplace and its use is highly recommended to minimize the effects of negative pressure within the structure. We recommend you utilize the shortest duct run to optimize the performance of the outside air kit. Cold air flow can be mini- mized by putting a small dip in the duct creating a cold air trap. This trap can also help prevent heat build -up and ex- hausting out the intake due to the stack effect. The outside air kit inlet should be positioned in a manner that will not al- low snow, leaves, etc. to block the inlet. In some installations the air duct may need to be run vertically. In such an instal- lation, a 3 ft (.914 m) height difference must be maintained from the top of the uppermost chimney section to the outside combustion air inlet. See Figure 4.2. See Figure 4.3 for proper placement of outside air inlet. The outside air kit is installed on the left hand side of the fireplace. See Figure 4.4 for handle location /operation. 6 - • . • • • - "•" Fir ®Risk•" Asphyxiation Risk . • • Do net draw outside combustion air from: • • • •• • • • •„ •• :•: • Vii, IW rpr ceitigg cavity. • ::•: 'blasOd :space• such as an attic or garage. • Close proximity to exhaust vents or chimneys. Fumes or odor may result. •••• • • CAUTION Risk of Smoke Spillage Outside air inlet must be located to prevent blockage from: • Leaves • Snow /ice • Other debris Blockage may cause combustion air starvation. Flexible Duct (not supplied) -- ' ammo Outside Air Shield Figure 4.1 Outside Air Installation 2WireTies Outside Air Plate Assembly Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 13 3 ft min. from top of uppermost chimney section to air inlet. • •• • • • •• Attic insulation shield may be used to keep insulation away from chimney. Ceiling firestop on floor of attic. Figure 4.2 Outside Air Inlet Locations • • ••• • • • ••• 11 •r • • • •• •• • s • P • • • • • • • • ••• • s • • . • • • • • • • ••• • • • • ••• • • ••• • •• • • • • • • • • • 0 • • •• • • • •• • 0 • • • • • • • • • Haaidta,ap - *ft • • Handle down - closed .• • • •• ••• •• • • • • • • • • •• • • • • Figure 4.4 ioiatingthe Outside Air Control YES Clear area outside house or in ventilated crawl space Use only duct materials specified by manufacturer (preferably with short run or mainly straight duct, except small dip for cold air trap which will help prevent flow of cold air). Figure 4.3 Outside Combustion Air Placement 14 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 B. Secure the Fireplace • Position the Fireplace This fireplace may be placed on either a combustible or noncombustible continuous flat surface. Follow the in- structions for framing in Section 3.D. Slide the fireplace into position. Be sure to provide the minimum air clear- ance at the sides and back of the fireplace assembly. See Section 3.B. A WARNING Fire Risk! • Prevent contact with sagging, loose insulation. • Do NOT install against vapor barriers or exposed insulation. • Place the Protective Metal Hearth Strips A WARNING Fire Risk! • Metal hearth strips MUST be installed. Sparks or embers may ignite flooring. Included with your fireplace you will find two metal hearth strips measuring approximately 26 in. x 4 in. (660 mm x 102 mm). These strips are used to provide added protection where the fireplace and the hearth ex- tension meet. Slide each metal strip 2 in. (51 mm) under the front edge of the fireplace. The individual pieces must over- lap each other by 1 in. (25 mm) minimum in the middle of the fireplace to provide continuous coverage of the floor. See Figure 4.5. These metal strips should extend from the front and sides of the fireplace opening by 2 in. (51 mm). Note: When elevating the fireplace above the hearth exten- sion the front of the elevated platform must be protected with a protective metal hearth strip as shown in Figure 4.6. • Level the Fireplace Level the fireplace side -to -side and front -to -back. Shim with noncombustible material, such as sheet metal, as necessary. Secure the fireplace (using the nailing flang- es located on either side of the fireplace) to the vertical framing. Important: To ensure proper fit of the glass doors, check the fireplace opening for square. Measure diagonal dis- tances of the opening to make sure they are equal. If they are not, continue to shim the fireplace until those diagonals are equal. • • •.• • • • ••• • • • • • • • • • • • • • . • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • •• 1 in. (25 mm) overlap Metal strips are placed 2 in. (51 mm) under the front of the fireplace and must extend beyond the front and sides of fireplace opening by 2 in. (51 mm). Figure 4.5 Position the Protective Metal Hearth Strips 2 in. (51 mmT Top piece must overlap bottom piece Raised Platform 1 in. (25 mm) min. overlap 2 in. (51 mm) Figure 4.6 Protect the Front of an Elevated Platform Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 15 5 Chimney Assembly • • ••• •• •• • • • • • • • • • • • • • • ••• • • • • • •• • • • • ••• •• •• • • • • • • • • • • • • • • • ••• • • • ••• • •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • Chimney must extend beyond combustible roof structure Maintain minimum height of chimney above roof Install roof flashing according to minimum requirements Offsets /retums may not exceed 30° from vertical ••• • ••• • Terxnipation •Cap • • •• • •• • • • • • ••• •• • • • • • • • • • ••• •• ATddittortal • • support for tall chimneys Storm Collar Maintain minimum clearances to combustibles as specified Support straps for offsets/ returns must be secured to adequate framing Lock chimney sections together firmly to resist movement Ceiling firestops are required where chimney passes through ceiling or floor Figure 5.1 Typical Chimney System - Guidelines for Chimney System Installation NOTE: • Chimney performance may vary. • Trees, buildings, roof lines and wind conditions affect performance. • Chimney height may need adjustment if smoking or overdraft occurs. 16 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 A. Chimney Requirements Vertical distances are measured from the base of the fire- place as shown in Figure 5.2. • Minimum overall straight height • Minimum height with offset/retum • Maximum height • Maximum chimney length between an offset and retum • Maximum distance between chimney stabilizers' • Double offset/retum minimum height • Maximum unsupported chimney length between the offset and retum • Maximum unsupported chimney height above the fireplace • Maximum unsupported chimney above roof ft 18 18.5 90 20 m 5.49 5.64 27.43 6.10 35 10.67 24 7.32 6 1.83 35 10.67 6 1.83 Note: A maximum of two pairs of offsets and returns may be used. A WARNING Fire Risk • Must maintain 2 in. (51 mm) air clearance to insulation and other combustible materials. Table 5.1 HEIGHT OF CHIMNEY COMPONENTS I in. mm Chimney Stabilizer SL11 4-3/4 121 Ceiling Firestops FS538 0 0 FS540 0 0 Offsets/Returns SL1130 18 457 Roof Flashing RF570 0 0 RF571 0 0 Chimney Sections* SL1106 4-3/4 121 SL1112 10 -3/4 273 SL1118 16-3/4 425 SL1136 34-3/4 883 SL1148 46 -3/4 1187 *Dimensions reflect effective height. • • ••• • • • ••• •• •• • • • • •• •• • To deterrpirfe the L:hirMy,cdmponbnts needed to complete your parttculd inslal13ti8n,:folloEv tits steps below: • Determine the total vertical height of the fireplace instqllatipni Thig djmgtlsion rf eaeured from the base of the freptavess§rnboli fo thq ppir t here the smoke exits thetkmigation rap. •.• •.• ••• • Subtract the effective height of the fireplace assembly from the ovg;all•hgight of•tre flpplagg installation (measured from the aa,Se :ot ttie;fi=gplaqe to the bottom of the terminaflod cep;. t • Refer Tabre 571 to determine what components must be selected to complete the fireplace installation. • Determine the number of ceiling firestops, stabilizers, roof flashing, etc. required to complete the fireplace installation. 6 ft (1.8 m) max. unsupported chimney above roof 6 8(1.8 m) max. unsupported run 20ft(6m)max. pipe between an offset & return Ceiling Firestop 71-3/4 in. (1822 mm) Effective Height (bottom of fireplace to top of starter collar) 35 ft (10.7 m) max straight unsupported chimney height 18.5 ft (5.8 m) min. height/single offset-return 24 ft. (7.3 m) min. height/double offset- return 90 ft (27.4 m) max. height Figure 5.2 Chimney Requirements 1 A CAUTION • Do NOT connect this fireplace to a chimney flue servicing another appliance. • Do NOT connect to any air distribution duct or system. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 17 B. Using Offsets /Returns To bypass any overhead obstructions, the chimney may be offset using a 30 -deg (SL1130) offset/retum. An offset and retum may be attached together or a chimney section(s) may be used between an offset and retum. Perform the following steps to determine the correct chim- ney component combination for your particular installation: A WARNING Fire Risk • Draft will be restricted if offset/returns greater than 30° are used. *Table 5.2 • • • • • • • • . • •. • • •• • ••.••• • • • • • • • • • • • • • • • • • • Measgre hgwofgrtlie ghisnnet nggils to be shifted to enable it to avoid the overhead obstacle. See Figure 5.3. Use dimension "A" to determine chimney section required to achiive #Fie needed •shift. ••• •" • Aftecdef ertninirlg thi offsetjlit ierston, refer to Table 5.2 and find the "A "tflfierftion cldsestto but not less than the distance of shift needed for your installation. • The "pi diirersloq that ceiricicies with the "A" dimension represeigtgtp Cequied v¢ttical1earance that is needed to corpfett 11te offs @t ana; attar • Read across the chart and find the number of chimney sections required and the model number of those particular chimney parts. • Whenever the chimney penetrates a floor /ceiling, a ceiling firestop must be installed. • The effective height of the fireplace assembly is measured from the base of the fireplace to the top of the starter collar. See Dimensions in Section 12. A B SL1106 SL1112 SL1118 SL1136 SL1148 In. mm In. mm 4 7/8 124 17 7/8 454 - - - - - 71/4 184 22 559 1 - - - - 9 3/4 248 26 1/8 664 2 - - - - 101/4 260 271/4 692 - 1 - - - 12 3/4 324 31 3/8 797 1 1 - - - 13 1/4 337 32 3/8 822 - - 1 - - 15 3/4 400 36 5/8 930 - 2 - - - 18 1/8 460 40 3/4 1035 1 2 - - - 18 3/4 476 41 3/4 1060 - 1 1 - - 213/4 552 47 1194 - - 2 - - 22 1/4 565 48 1219 - - - 1 - 24 3/4 629 52 1/8 1324 1 - - 1 - 27 3/4 705 57 3/8 1457 - 1 - 1 - 28 1/4 718 58 3/8 1483 - - - - 1 30 3/4 781 62 1/2 1588 1 - - - 1 33 3/4 857 67 3/4 1721 - 1 - - 1 36 3/4 933 73 1854 - - 1 - 1 39 3/4 1010 78 1/8 1984 - - - 2 - 41 1/8 1045 82 3/8 2092 1 - - 2 - 45 3/4 1162 88 1/2 2248 - - - 1 1 48 1/8 1222 92 3/4 2356 1 - - 1 1 51 3/4 1314 98 7/8 2511 - - - - 2 Proper assembly of air cooled chimney parts results in an overlap of chimney joints of 1 -1/4 in. (32 mm). Effective length is built into this table. •1 Example: Your "A" dimension from Figure 5.3 is 14 1/2 in. (368 mm). Using Table 5.2 the dimension closest to, but not less than 14 1/2 in. (368 mm) is 15 3/4 in. (400 mm) using a 30° offset/retum. It is then determined from the table that you would need 36 5/8 in. (930 mm) (Dimension "B ") between the offset and retum. The chimney components that best fit your application are two SL1112s. 18 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 C. Assemble the Chimney Sections Attach either a straight chimney section or an offset to the top of the fireplace (depending on your installation require- ment). Chimney sections are locked together by pushing downward until the top section meets the stop bead on the lower section. The inner flue is placed to the inside of the flue section below it. The outer casing is placed outside the outer casing of the chimney section below it. See Figure 5.4. Note: Inner flue and outer liner sections cannot be disas- sembled once locked together. Plan ahead to ensure the proper installation height is achieved with the selected chimney components. A WARNING Fire Risk Do NOT install substitute or damaged chimney components. • MUST use chimney system described in this manual. • NO OTHER chimney components may be used. Substitute or damaged chimney components may impair safe operation. D. Install the Ceiling Firestops • Mark and cut an opening in the ceiling for the ceiling firestop being used. See Figure 5.5. • Frame the opening with the same size lumber used in the ceiling joists. • Install the ceiling firestop. • • ••• • • • ••• Note: Tre•ciilinl firessorMVSlbe nailed to the bottom of the oeilint jasts tl(CiEPTkw en the space above is uninsulated and the attic insulation shield is not being used (see Figure 5.5). When the attic insulation shield is used the ceiLng•flrestop Itaartre abode of below the joist of an . ... . ..... insulated oeing. • • . . • • • ... • •00 • • • • 415Q\ fngrt fnsulated ceiling) • ••• • • • • •• • • • Ceiing firestop from bottom ATTIC ABOVE (insulated ceiling) Ceiling firestop from When attic insulation top �, shield not used I Note: Use same dimensional lumber for framing ceiling firestop and joists. Catalog # A B in. mm in. mm FS538 17 432 17 432 FS540 17 432 26 660 Figure 5.5 Installing the Ceiling Firestop Note: You must provide support for the pipe during con- struction and check to be sure inadvertent loading has not dislodged the chimney section from the fireplace or at any chimney joint. CAUTION • Ceiling firestops must be used at ceiling /floor. • Chase construction requires ceiling firestops at each floor or every 10 ft (3.05 m) of clear space. • Use same dimensional lumber as joists. Ceiling firestop slows spread of fire and reduces cold air infiltration. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 19 E. Install the Attic Insulation Shield An insulation shield must be installed when there is a pos- sibility of insulation coming into contact with the factory built chimney system. • Bend the tabs at the top of the attic insulation shield inward. This will help keep the chimney section centered in the shield. • Position the shield over the vertical chimney section where it penetrates a ceiling firestop. • Slide the shield down until it rests on the ceiling firestop. The ceiling firestop will support the insulation shield. See Figures 5.6 and 5.7. A WARNING Fire Risk • DO NOT pack insulation or other combustibles: between ceiling firestops; between chimney and attic insulation shield. • ALWAYS maintain specified clearances around chimney and ceiling firestop systems. • Install ceiling firestops as specified. Failure to keep insulation or other material away from chimney pipe may cause fire. F. Double -check the Chimney Assembly Continue assembling the chimney sections up through the ceiling firestops as needed. While doing so, be aware of the height and unsupported chimney length limitations given un- der Section 5.A. Chimney Requirements. Check each section by pulling up slightly from the top to en- sure proper engagement before installing the succeeding sections. If they have been connected correctly, they will not disengage when tested. G. Secure the Chimney When offsets and returns are joined to straight pipe sections, they must be locked into position with the screws provided* (outer only), using the predrilled holes. To prevent gravity from pulling the chimney sections apart, the returns and the chimney stabilizers have hanger straps for securing these parts to joists or rafters. See Figure 5.8. * or equivalent #6 or #8 sheet metal screw no longer than 3/4 in. (19 mm). A WARNING 6 Fire Risk • Secure offsets with screws (not to exceed 3/4 in. /19 mm in length). • Secure returns with strapping. • Straight chimney sections may be secured with screws (not to exceed 3/4 in. /19 mm in length) at the joints. Keep chimney sections from separating or twisting. 20 ••- • • • • • • • • • • • • •• • • • • • • • • • 0 bi • • • • • • • • • • • • •• • `tabs d� 17 in. ip.' • r C4 31nfi) Attic m;j� • ;•• Insulation • Shield _ , Ceding Firestop '� s 1 w IIIIIEICI Ithil" •• T3in' •• (330 mm) Chimney Figure 5.6 Install Attic Insulation Shield Above the Ceiling • •. • • 24 I testiatitia • 17 in. (423 mm) Insulation 24 in. (610 mm fi 13 in. (330 mm) Tabs Attic Insulation Shield Chimney 1 Ceiling Firestop Figure 5.7 Install Attic Insulation Shield Below the Ceiling Straps Optional Additional Support Figure 5.8 Secure the Chimney Ceiling Firestop Joint Band (Optional) Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 6 Complete the Enclosure A. Chimney Termination • • •.. • .• .. • • • • • • • • • • • • ••• • • • • • • • ••.••• .• •• ••• • • • • • • ... • • • • •. • • • • .•• •• • • • • • • Chimney Termination Requirements (See Figures 6.1 and 6.2) • : • • • •• • • Must have a cap approved and listed for this fireplace system • • • • • • • • • Must not be located where it will become plugged by snow or other material • Must terminate at least 3 ft (914 mm) above the roof and at least 2 ft j6407nr)1alaor pny porrivn of the roof within 10 ft (3.05 m) • .• • . . •••• • • . • •••• • ••••••••• • • • • • • Must be located away from trees or other structures • • • • • • • ••• •. Slanted Roofs Chimney must extend 3 ft (.9 m) above the roof Flat Roofs Chimney must extend 3 ft (.9 m) above the roof d ridrit !II IIIIIIIIIIII_ Chimney must extend 2 ft (.6 m) above any portion of the roof within 10 ft (3 m) of the chimney 1111111111111 , IIIIIIIIIIIIIII'V Chimney must extend 2 ft (.6 m) above any portion of the roof within 10 ft (3 m) of the chimney Figure 6.1 Termination Requirements i Gas, Wood or Fuel Oil Termination \ 1- -20 in. (508 mm) --� (minimum) to Perpendicular Wall (gas only) 181n. (457 mm) it Gas Termination I Gas Termination Wood & Fuel Oil Termination A 6 in. (152 mm) 20 in. (508 mm) Figure 6.2 Multiple Chimneys Mark the Exit Point of the Roof Locate the point where the chimney will exit the roof by plumbing down to the center of the chimney. Drive a nail up through the roof to mark the center. See Figure 6.3. Cut Out the Hole in the Roof Measure to either side of the nail and mark the 14 -1/2 in. x 14 -1/2 in. (368 mm x 368 mm) opening required. This is measured on the horizontal; actual length may be larger depending on the pitch of the roof. Cut out and frame the opening. See Chapter 25 of the Uniform Building Code for roof framing details. A WARNING Fire Risk • Must maintain 2 in. (51 mm) air clearance to insulation and other combustible materials. Assemble the Chimney Sections Through the Roof Continue to add chimney sections through the roof opening, maintaining at least a 2 in. (51 mm) air space to combustible materials. Install the Roof Flashing If a roof flashing is to be used, install the roof flashing appropriate to the roof pitch and install a round termination cap and storm collar following the instructions shipped with the cap. Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 21 Install the Chimney Air Kit (required in Canada): When installing the chimney air kit, follow the instructions provided with this accessory. B. Chase Top A metal chase top is required to seal the top of the chase around the chimney pipe. The top should include a tum- down and drip edge to prevent water from seeping into the chase. Provide a 1/8 in. (3 mm) gap around the flue pipe and slope the top downward away from the penetration. See Figure 6.4. • All seams must be caulked to prevent leaks. • A chase installation must use a chase top. Chase tops are available from your Heatilator dealer or may be field constructed. • Attach the chase top to the top of the chase. Caulk _Termination Cap 2 in. (51 mm) Collar on Chase Top Storm Collar Slope Downward Iilllll� IIII�I 1111111IIIII(II I Figure 6.4 Chase Top Construction -or-Turn-down Drip Edge •F Chase (Chimney) .018 (26 ga) min. Galvanized Chase Top C. Install, th iv/ djp • • • ... . . • Note: To profectag4nit the effer.&-of corrosion on those parts exposed to the weather, the termination cap can be paintedwitha rust -iesi §tart paiQt. •� •. .• • • • • • • • • • • • •• • • • • - • • • • • • • • • • • • •• • •• • •••• ••• • -•• • • A WARNING ileelk:•• ••- ......... • ;Trg rgit)jrrtum ov¢rlap of cap to pipe • • M1 STbe Met oTthimney may separate from cap. Separation allows sparks, heat and embers to escape. • Install the chimney sections up through the chase enclosure. When using a TR11 Round Termination Cap, the uppermost top section of pipe must extend 6 in. (152 mm) above the top of the flashing collar to allow installation of the storm collar and termination cap. See Figure 6.5. Minimum 1 -1/2 in. (38 mm) overlap of cap over pipe Storm Collar II II IIIIIIIIIIIIIIIIIIIIIIIE 111111111111111111111IM 11 6 in. (152mm) mina �f lF lashin• Collar 1° 2 in. (51 mm) min. n. (51 mm) min. collar Figure 6.5 Installing a TR11 Round Termination Cap • For installations utilizing a TR11T Round Telescoping Termination Cap, the uppermost chimney section must be below the top of the chase top, but not more than 14 -1/2 in. (368 mm) below the top of the chase top. Minimum overlap of chimney and termination cap must be 1 -1/2 in. (38 mm). See Figure 6.6. IIII 1111111111111111111 111111111 Flashing Collar \l, Top of Pipe Storm Collar 2 in. (51 mm) min. T 14 -1/2 in. (368mm) max. T 1 -1/2 in. (38 mm) min. overlap Figure 6.6 Installing a TR342 Round Telescoping Termination Cap 22 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 • For installations utilizing an ST1175 Square Termination Cap the last chimney section must not be more than 4 -1/2 in. (114 mm) below the chase top. See Figure 6.7. Cap Standoff r A 1 -1/2 in. (38 mm) min. overlap Flashing Collar 2 in. (51 mm) min. r A Top o A 4 -1/2 in. (114 mm) max. Figure 6.7 Installing an ST1175 Square Termination Cap • For installations utilizing an TCT1175 Terra Cotta Cap the last chimney section must be between 7 in. (178 mm) below the chase top and 2 in. (51 mm) above. See Figure 6.8. 1 -1/2 in. (38 mm) min. overlap Top .of Pipe The last section of pipe must stop between the distances given below. �2 in. (51 mm) above top of the chase. 7 in. (178 mm) below top of the chase. Figure 6.8 Installing a TCT1175 Terra Cotta Cap • For c6ele;initallppiprrs•yva cpn use a TR11 Round Termir=atioriCap, ATV IT RQun /Telescoping Termination Cap, do ST1176 Stiliari3 Terfhiflafion Cap, or a TCT1175 Terra Cotta Termination Cap. • For•ltstptiptionrptitirtng �•E,urp can Copper Series Tem-Ina:00 Cap.Se2•F.igtar4 49; • • • Instell•terrninatiex•caps following•instructions provided with them. •• • _ • •• ..• •_ • • (cap inner flue) bracket (8)11/4 screw (8)* chimney top chase top (metal or masonry) SL pipe inner flue 2 -6 in. (51 -152 mm) 2 in. (51 mm) typical Figure 6.9 Installing a European Copper Series Termination Cap (CT3 -King shown) Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 23 7 Accessories • • •• •• • • • • • • • • • ••• • • • • .• • • • •• ••• •• • • • • ••• •• •• • • • • • • • • • • • • ••• A. Gas Log /Lighter Provisions A certified gas log lighter or decorative gas log set can be installed in this fireplace. • Maximum input is 100,000 BTU /hr. • Decorative gas appliance must be certified to ANSI Z21.60 "Standard for Decorative Gas Appliances for Installation in Vented Fireplaces ". Must be installed in accordance with the National Fuel Gas Code, ANSI Z223.1. • A log set must incorporate a gas shutoff. • Log set requires the damper to be locked fully open. Knockouts are provided on both sides of the fireplace and in refractories for 1/2 in. (13 mm) iron pipe. • We recommend you seal refractory around pipe with fireplace mortar or cement. • Repack insulation from the knockout around the pipe. • Maintain 1 -1/2 in. (38 mm) air space around the pipe for 4 in. (102 mm) beyond the fireplace. • See Figure 7.1. Firebox \ Refractory—. Seal with fireplace mortar or cement. Outer Shell of Fireplace f Gas Line Gas Line Repack Insulation Knockout Maintain air clearance to combustibles. Combustible Materials r1 -1/2 in. $ (38 mm) I--f air space // Combustible materials \ may be located at zero clearance to gas line beyond 4 in. (102 mm) from fireplace side. 4 in. (102 mm) Figure 7.1 Gas Line Installation • •• • • • ••• • •• 31.419ARNIIIIG.. • • • • • • • Asphyxiation Risk • • • • Damper must be locked open when gas logs •• •Ini,taliQd.i•• i•• ••• • gqs trq gpng44tes fumet. •. • . • . . ... •. A WARNING Fire Risk • For use with solid wood fuel or decorative gas appliance only. • DO NOT install unvented gas Togs. A WARNING Fire Risk Explosion Risk Inspect appliance and components for damage. Damaged parts may impair safe operation. • Do NOT install damaged components. • Do NOT install incomplete components. • Do NOT install substitute components Report damaged parts to dealer. 24 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 8 Finishing • • •• •• • • • • • • • • • ••• • • • • ••• • • • • • ••• • • • • • • ••• •• •• • • • • • • • • • • • • • ••• A. Hearth Extension A hearth extension must be installed with all fireplaces to protect the combustible floor in front of the fireplace from both radiant heat and sparks. See Figures 8.1 -8.5. HX3 or HX4 Hearth Ext or equivalent insulation (see Table below) High temperature (300 °F min.) continuous, non - combustible sealant Tile, stone or other non - combustible material 1 Floor constructed of wood or other combustible material 2 in. (51 mm) required Figure 8.1 Hearth Extension Construction n. d Protective LL Metal Hearth Strip A WARNING Fire Risk • Metal hearth strips MUST be installed. Sparks or embers may ignite flooring. This fireplace has been tested and approved for use with a hearth extension insulated to a minimum R value of 1.16. To substitute materials for the factory- available hearth ex- tensions, see Figure 8.3 and calculate insulation alterna- tives as per Table 8.1 and the following formulas: • Thermal conductivity per inch thickness = k • k = (BTU)(inch) / (foot2)(hour)( °F) • Required thickness = Rk • Thermal resistance per inch thickness = r • r = (foot2)(hour)( °F) / (BTU)(inch) • Required thickness = R / rB. Table 8.1 • • •• • • • • • • • • • • • •• • • ••• • •• • • • • • • • • • • • • • • • • • ••• • 1 in. (25 mm) overlap Metal strips are placed 2 in. (51 mm) under the front of the fireplace and must extend beyond the front and sides of fireplace opening by 2 in. (51 mm). Figure 8.2 Positioning the Protective Metal Hearth Strips A WARNING Fire Risk • Hearth extensions must be installed exactly as specified. High temperatures or hot embers may ignite concealed combustibles. Hearth Extension Insulation Alternatives, R Value = 1.16 Material k per Inch thick r per Inch thick Minimum thickness required Hearth & Home HX3, HX4 0.43 2.33 1/2 in. USG Micore 300T"^ 0.46 2.18 1/2 in. USG DurockT"' Cement Board 1.92 0.52 2 -1/4 in. Cement Mortar 5.0 0.20 5 -7/8 in. Common Brick 5.0 0.20 5 -7/8 in. Ceramic Tile 12.50 0.08 14 -5/8 in. Armstrong Privacy Guard Plus .046 2.18 1/2 in. Marble 14.3 -20.0 0.07 -0.05 16-5/8 in. - 23 -3/8 in. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 25 • • •• •• • • • • • ••• • • • • • • • • ••• • • • • ••• •• •• • • • • • • • • • ••• • • • • ••• • • • ••• •• • • • • • • • • • • •• • • • • • • • Note: Rleximufi height • fxim floor under fireplace to top of finished hearth extension is 7 -5/8 in.(195 mm) •• • • • •• •• • • • • • • •• • • • • • •• Floor Figure 8.4 Raised Hearth Extension Micore 20 in. (508 mm) Min. Hearth Extension Hearth Strip Noncombustible Material Note: Maximum height from floor under fireplace to top of finished heart extension is 7 -5/8 in. (194 mm) Figure 8.5 Flush Hearth Extension 30 in. — (762 mm) Min. Hearth Extension Micore Noncombustible Material Hearth Strip 26 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 B. Finishing Material • Combustible Material Material which is made of or surfaced with wood, compressed paper, plant fibers, plastics, or any material capable of igniting and burning, whether flame proofed or not, plastered or not plastered. • Non - Combustible Material Material which will not ignite and burn. Such materials are those consisting entirely of steel, iron, brick, tile, concrete, slate, glass or plasters, or any combination thereof. Materials that are reported as passing ASTM E 136, Standard Test Method for Behavior of Materials in a Vertical Tube Furnace at 750° C, shall be considered non - combustible materials. • Non - Combustible Sealant Material Sealants which will not ignite and burn: Rutland, Inc. Fireplace Mortar #63 (or equivalent). After completing the framing and applying the facing material (drywall) over the framing, a bead of non - combustible seal- ant must be used to close off any gaps at the top and sides between the fireplace and facing to prevent cold air leaks. Large gaps can be bridged with fiberglass rope gasket. Only non - combustible materials may be used to cover the metal fireplace front. A WARNING Fire Risk • Use only non - combustible material below standoffs. • Material such as cement board is acceptable. C. Mantel A combustible mantel may be positioned no lower than 12 in. (305 mm) above the top of the fireplace opening. The combustible mantel may have a maximum depth of 12 in. (305 mm). Combustible trim pieces that project no more than 1 -1/2 in. (38 mm) from the face of the fireplace can be placed no closer than 6 in. (152 mm) from the top of the fireplace opening. See Figure 8.6. Combustible trim must not cover the metal surfaces of the fireplace. This mantel 12 in. (305 mm) 12 in. (305 mm) min. ; - 55 -1/2 in. (1410mm) Effective Top of Fireplace Opening Figure 8.6 Mantel Specifications • • ••• • • • ••• •• •• • • • •• •• • • • e • • • • • • • • ••• • • •: 6 fire Rilk ••• • •• : llo N8T••olIstruot airinleli or outlet grilles. • pinishhrlq materials rlust•ilot interfere with: • Air flow • Operation of ••• doors •• •• • • • •• • • •: •tikcp4slo: svjvic5• • ww • clearance. is to accoldinie with•Section 7 -3.3.3 of ANSI/ NFPA211. D. Sidewalls /Surrounds Adjacent combustible side walls must be located a minimum of 12 in. (305 mm) from the fireplace opening. If you are us- ing a decorative surround constructed of combustible ma- WARNING Fire Risk Finish all edges and fronts to clearances and specifications. • Metal fireplace front may be covered with non - combustible material only. • Do NOT overlap combustible materials onto fireplace front. • Install combustible materials up to specified clearances on top front and side edges. • Seal joints between the finished wall and fireplace top and sides using only a 300° F minimum sealant. FLUSH FRONT 23-3/4 in. (603 mm) 50° BRICK 4 in. FRONT (102 mm) 36 in. (914 mm) (opening) 19 -3/4 in. (502 mm) 45 -1/2 in. (1156 mm) (framing) 12 in. 12 in. (305 mm Figure 8.7 Sidewalls /Surrounds (305 mm) 39° E. Glass Doors This fireplace has been tested and listed for use with doors as specified in Section 12.B. Fireplace Components. Please refer to the manual packed with each set of doors for instal- lation instructions. Note: The frame of the AED door overlaps the front of the fireplace beyond the opening by 3/4 in. (19 mm) on each side and 1 -1/2 in. (38 mm) above the top. This should be allowed for when applying facing to the front of the fireplace. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 27 9 Operating Instructions • • •• •• • • • • • • • • • ••• • • • • • • • • ••• • • • ••• • • • . •• •• • • • • • • o • • ••• • • • • ••• A WARNING Fire Risk • Do not operate fireplace before reading and understanding operating instructions. Failure to operate fireplace properly may cause fire. A. General Information Fireplaces, as well as other woodbuming appliances, have been used safely for many years. It has been our experience that most problems are caused by improper installation and operation of the fireplace. Make certain that installation and operation of the fireplace system is in accordance with these instructions. It is extremely important that the fire be supervised when- ever the fireplace is in use. It is also recommended that an annual inspection be performed on the fireplace system to determine if the flue system needs to be cleaned, or as in the case of any appliance, if minor repairs are required to maintain the system in top operating condition. •o •, • • • • • • • • • 6 ••• • HOT! DO NOT TOUCH. •• : $EyE,RrilUgtilS•FtlIAY RESULT. rik p i'L !4G ICNITICIN MAY RESULT. Glans and o1Fier surfaces are hot during ;,n�\G�4,tis; operation and cool down. • Keep children away. • CAREFULLY SUPERVISE children in same room as fireplace. • Alert children and adults to hazards of high temperatures. • Do NOT operate with protective barriers removed. • Keep clothing, furniture, draperies and other combustibles away. A WARNING Fire Risk • For use with solid wood fuel or decorative gas appliance only. • Do not install unvented gas logs. Handle up - open Handle down - closed 0 04 Figure 9.1 General Operating Parts 00 open ■111 MUM li II■�IIIIIITI! T.�a'! ■■■I MIMI I111111•111 W11 I I close -emu — ;1L1 •i 28 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 B. Outside Air A source of air (oxygen) is required in order for combustion to take place. Whatever air is consumed by the fire must be replaced through cracks around windows, under doors, etc. Most newly constructed houses or existing homes fitted with tightly sealed doors and windows are relatively air tight. In this case, an outside air source must be made available to feed combustion air from outside the home. An outside air control handle allows you control of the out- side air inlet if your fireplace is equipped with this option. Use of outside air for combustion is highly recommended to conserve heated air within the structure and to provide make up air to keep the fireplace venting properly. This fireplace will operate correctly only if adequate ventila- tion is provided to allow proper draft to the fireplace sys- tem. See Figure 9.1 for location and operation. CAUTION Outside air control handle is HOT. Adjust before lighting fire. C. Clear Space Near the Fireplace Combustible materials must not be stored on the hearth ex- tension. Room fumishings such as drapes, curtains, chairs or other combustibles must be at least 4 ft (1.22 m) from the open front of the fireplace. D. Flue Damper The flue damper must be in full open position, and is oper- ated by moving the handle up toward the top of the fireplace. Before lighting the fire, verify this by looking up from the in- side of the fireplace. Always operate this fireplace with the damper fully open. Please note: Down drafts, obstructions, damaged or poor (wet) fuels can cause smoke spillage. See Figure 9.1 for location and operation. A WARNING Asphyxiation Risk Fire Risk • Open damper to operate fireplace. Closed damper will over -fire fireplace and prevent venting of combustion gases. • • ••• • • • ••• Ito •• • • • •• •• • E. Firelbdrden: :• :: ' : : • • • • • • • • A firescreen fs tit fays•prbvided•tb' control sparks. It must be closed whenever the fireplace is in use. Glass doors or firescreen smust net be•ased•io hok buming material in- side thl firlpIpce. grtly •these alazs Mors specifically tested and [Oil fbjtase at) t119%pec?t Cfilta?lace model should be used. Screens should be closed when the glass doors are closed. •• • • • •• ••• • • • • • • • •• • • • • • • ••• "A• 1�Vi�►IIII�G Fire Risk • Close firescreen when buming fireplace. • Do not use firescreen or glass doors to hold buming material in fireplace. Firescreen controls sparks. Glass may break or burning material may roll out. F. Glass Doors Most efficient fireplace operation using glass doors is with the doors open. When the doors are open the screen must be closed. Only Hearth & Home Technologies glass doors may be used. See Figure 9.2 for proper glass door opera- tion. FULLY OPEN CORRECT FULLY CLOSED CORRECT o PARTLY OPEN INCORRECT o PARTLY CLOSED INCORRECT Figure 9.2 Proper Operating Positions of Bi -fold Doors A WARNING Fire Risk Smoke Risk • Doors must be fully opened or fully closed when operating fireplace. Partially opened doors may draw flame, smoke or heat from fireplace. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 29 G. Grate The factory installed integral grate must be used to hold the logs from falling out of an open fireplace and to allow air to pass between the burning logs. It is important to keep the fire off the hearth and to allow the ashes to collect beneath the fire, thereby forming a layer of additional heat protection. A WARNING Fire Risk • Use only factory installed integral grate. May cause overtire. H. Wood Fuel Firewood Your fireplace performance depends on the quality of the firewood you use. All seasoned wood, regardless of spe- cies, contains about 8,000 BTU's per pound, and hard- woods have a greater density than soft woods. A piece of hardwood will contain about 60% more BTU's than an equal size piece of soft wood. Firewood is commonly sold by the cord (128 cu. ft.). A cord of seasoned oak (hardwood) would contain about 60% more potential en- ergy than a cord of seasoned pine (soft wood). Examples of soft wood trees are Douglas fir, pine, spruce, and cedar, poplar, aspen and alder. Soft woods require less time to dry, burn faster and are easier to ignite than hardwoods. Examples of hardwood trees are oak, maple, apple, and birch. Hardwoods require more time to season, bum slower and are usually harder to ignite than soft woods. The best wood fuel is a combination of soft wood and hardwood. Start the fire with soft wood; the fire will give off quick heat to bring the fireplace up to operating tem- perature, and then the hardwood can be added for slow, even heat and longer bum time. Moisture Regardless of which species of wood you bum, the single most important factor that effects the way your fireplace operates is the amount of moisture in the wood. The ma- jority of the problems fireplace owners experience are caused by trying to bum wet, unseasoned wood. Freshly cut wood can be as much water as it is wood, having a moisture content of around 50 %. Imagine a wooden bucket that weighs about eight pounds. Fill it with a gallon of water, put it in the fireplace and try to bum it. This sounds ridiculous but that is exactly what you are doing if you bum unseasoned wood. • • ••• • • • ••• •• •• • • • •• •• • Seasor ifl'g :. :: • : : Seasoned' fit ?Irobd• is• notilintf more than wood that is cut to size, split and air dried to a moisture content of arotfnd 20 %. The tulle it takes to- season wood varies from aroued•nina nner�ths loras$ft woods to as long as eigAtpen •mont�i §•fotytardwgdds.•jhe key to seasoning wood is to be sure it has been split, exposing the wet interior and increasing the surface area of each piece. A tree %hat vwaa outdowl ayear ago and not split is likely to have•al • •sta • • • moist a content now as it did • 1n� . � X911 � �" when' t was Cut.• • • • • • • • The following guideline will ensure properly seasoned wood: • Stack the wood to allow air to circulate freely around and through the woodpile. • Elevate the woodpile off the ground to allow air circulation undemeath. • The smaller the pieces, the faster the drying process. Any piece over 6 in. (152 mm) in diameter should be split. • Cover the top of the woodpile for protection from rain and snow. Avoid covering the sides and ends completely. Doing so may trap moisture from the ground and impede air circulation. The problems with burning wet, unseasoned wood are twofold: First, you will receive Tess heat output from wet wood because it requires energy in the form of heat to evaporate the water trapped inside. This is wasted ener- gy that should be used for heating your home. Secondly, this moisture evaporates in the form of steam which has a cooling effect in your fireplace and chimney system. When combined with tar and other organic vapors from buming wood it will form creosote which condenses in the relatively cool fireplace and chimney. A WARNING Fire Risk • Do NOT bum wet or green wood. • Store wood in dry location. • Stack wood so both ends are exposed to air. Wet, unseasoned wood can cause accumulation of creosote. A WARNING 6 Fire Risk Do NOT store wood: • Closer than required clearances to combustibles to fireplace. • Within space required for loading or ash removal. 30 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 I. Starting a Fire Check the flue damper to be certain it is in the full open po- sition. Place crumpled or twisted paper under the fireplace grate. Loosely arrange kindling or small pieces of wood to form a layer above the paper. The fires must be built on the fireplace grate, without danger of the burning fuel falling out of the fireplace opening. Light the paper and add small pieces of wood until a hot bed of embers has been established. After establishing the fire bed, and the small firewood is bum - ing briskly, add a minimum of three average sized pieces of split firewood, place the wood in such a manner to allow combustion air and flames between them. Note: When first lighting your fireplace, it may be neces- sary to pre -warm the flue to establish a draft. This is done by holding a rolled up piece of burning newspaper under the flue damper for a few moments. This will help reduce smoke spillage during start-up. Note: The first three or four fires should be of moderate size to allow the oils and binders to be burned from the fireplace and the refractory and paint to cure. You may notice an industrial odor the first few fires. This is consid- ered normal. • • ••• • • • ••• •• •• • • • •• 00 • • • • • • • ♦ • ••• • • • • i • 010 r CAUTION Odors and vapors released during initial gaeratit p • :" . • • : CtZri4gbf high 'tgwnp'er tt reipaint. •• • open win k ws for air circulation. Odors may be irritating to sensitive individuals. • • • • • • • 1 0• • • • • w .•• _* A WARNING Fire Risk Keep combustible materials, gasoline and other flammable vapors and liquids clear of fireplace. • Do NOT store flammable materials close to the fireplace. • Do NOT use gasoline, lantern fuel, kerosene, charcoal lighter fluid or similar liquids to start or "freshen up" a fire in this fireplace. • Keep all such liquids well away from the fireplace while it is in use. Combustible materials may ignite. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 31 10 Troubleshooting •• •• • • • • • • . . . • •• • • • • • • • • • • .•• • • • • ••• • • • • •••••• • •••• This fireplace will operate correctly only if adequate ventila- tion is provided to allow proper draft to the fireplace system. Hearth & Home Technologies assumes no responsibility for the improper performance of the fireplace system caused by inadequate draft due to environmental conditions, down drafts, tight sealing construction of the structure, or mechan- ical exhausting devices which will create a negative air pres- sure within the structure where the fireplace is located. A. Understanding Vent Problems If smoke spillage occurs from a fireplace opening when the door is open and the proper chimney height, flue size, and configuration requirements for the installation have been met, there is either a leakage in the flue, a blockage in the flue, of; sorpL.conditiprLWin effect td1lraw smoke from the fireplace irlo :tho hoGse'1Jrid4rs2ariaing and differentiating the conoiitior+s whi €hcarrcauseleacslrof these kinds of spill- age problems is essential to their solution. • Flue Jreakpgr :'. ;•• ••' Check'forirbpirlrconrecteaflue joints or a damaged flue j©int i i he.cchii►nrfeyeys4am. Such leakage would reduce draft (air would be drawn in through the leaks rather than through the fireplace). The result might be difficult start -up and smoky fires that might spill if other adverse draft conditions accompany this problem. • Flue Blockage The damper should be open. #6, chimney tec��ra y m Stro Overhanging tree? WI► Another appliance in home also exhausting air (fumace, fan, Unsealed dryer, etc.)? Overhead fan —� operating? Doors opening and closing? Window closed for start-up? rcan lights? Bird's nest •E— or leaves in termination cap? Air register from fumace near fireplace? Structural f changes in chimney area? Outside air closed? Figure 10.1 Factory-built Fireplaces: Troubleshooting Creosote buildup in flue? Damper closed? 32 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 B. Diagnostics and Problem Solving I can't get a good fire going. What am I doing wrong? • • • ••• • • • ••• •• •• • • • *1 •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• ••• • •• Diagnostic Questions Possible Causes of Condition : : 11 • •• "Sorutiopsr. _ . Is the damper open? • No draft • Optt�tlamper. • • • • • • • • Is there enough paper /starter? • Insufficient heat to ignite kindling Use more pap er /stagy er. • • • a • • • • Is there enough kindling? Is the kindling dry? • Insufficient heat to ignite fuel d • a Use mofe d lanccny�. ;.' : • •• • • • • • ••• •• Is there enough or too much wood? Is it too large? Is it dry enough? • Insufficient heat to establish draft . Insufficient air passage • Insufficient surface area • Ignition temperature high due to moisture Use small split wood that is well seasoned (split, covered on top at least 6 months, preferably a year). Are there adequate air spaces between fuel pieces? • Insufficient combustion air and exposed surface area Arrange kindling and wood for air movement. Is the chimney pre - warmed? • Exposed, cold chimney down drafting Use lighted rolled newspaper at throat or flue opening to start upward movement. Is there smoke in the house? • Damper closed • Obstruction in chimney • Downdraft from chimney temperature or from negative house pressure Check damper; have chimney checked if it worked previously; pre -warm chimney, shut off exhaust devices, open window slightly. Does the kindling, wood not ignite? • Condition, amount, arrangement of kindling and fuel Use more, drier, well -spaced kindling and fuel. Does the kindling ignite, but the fuel doesn't? • Amount of kindling • Condition of fuel Use more kindling; use smaller, dry wood. Does the fuel ignite, but not bum well? • Condition of fuel • Draft problem Use well- seasoned wood and sufficient amount; tum exhaust fans off open window slightly. Perform Simplified House Pressure Test. I don't get enough /any heat from the fireplace. What can I do about it? Diagnostic Questions Possible Causes of Condition Solutions How much wood is used for fire? • Insufficient fuel Make larger fires. How well seasoned is the wood? • Condition of fuel Bum seasoned wood: covered on top, split and stacked for 9 months to 2 years. Do you have a blower (where possible)? • Yes: Tuming blower on too early or setting too high, cooling firebox No: Need for all heat boosts possible Yes: Wait until fire established and leave on lower speed. No: Add blower if available. How much heat output do you expect? • Unrealistic expectations Explanation of decorative nature of fireplace; suggestion of approved fireplace insert. Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 33 The fireplace bums the wood too fast. What can I do? Diagnostic Questions Do you have glass doors? Possible Causes of Condition s • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • . • ••• • • • • • • • • • • 1" • • bOlutlons• What is the condition of the wood? • Need to slow air intake Add glass doors. • • • • Extremely dry wood ••• • •• •• • • • • • • • s Mix • le � reason .d'woatl afttsr Irepsppbushed. • • • • • • • • • • ••• • ••• • • • I smell smoke in the house during operation. What's causing'thdq •• 111 •• Diagnostic Questions Does the fire start and bum well? Possible Causes of Condition • • • • • §CoMtiOnS • No: • Damper not fully open • Chimney obstruction • Not enough kindling and /or fuel to establish draft • Inadequate combustion air Yes: • Fire too close to front • Competition with exhaust devices Open damper, check and clean chimney if needed; use adequate kindling and fuel; open glass doors or open window, check for need for balanced air make -up. Build fire farther back. Do not use exhaust fans during startup and/or check for need for balanced air make -up system. I smell smoke in the house after we've had a fire in the fireplace. What is the cause /what can we do? Diagnostic Questions Is the damper closed? Is the chimney clean? Possible Causes of Condition Solutions • No: Downdraft or negative pressure • Yes: Negative pressure from exhaust fans and /or house stack effect. Close the damper at end of bum. Check for need for glass doors. Check for need for balanced air make -up system or raising chimney. • No: Creosote odor • Yes: Damper closed too early Have chimney cleaned. Wait until fire completely out before closing damper. 34 Heatilator • I60 Woodburning Fireplace • 34920 Rev U • 08/06 • • •• •• • • • 11 Maintenance and Servicing the Fireplace A. Disposal of Ashes Ashes should be placed in a metal container with a tight -fit- ting lid. The closed container of ashes should be placed on a noncombustible floor or on the ground, well away from all combustible materials, pending final disposal. If the ashes are disposed of by burial in soil or otherwise locally dis- persed, they should be retained in the closed container until all embers have thoroughly cooled. A WARNING Fire Risk Disposal of ashes • Ashes should be placed in metal container with tight fitting lid. • Do not place metal container on combustible surface. • Ashes should be retained in closed container until all embers have thoroughly cooled. A WARNING Fire Risk Prevent creosote buildup • Inspect chimney once every two months during heating season. • Remove creosote to reduce risk of chimney fire. • Ignited creosote is extremely HOT. ••• • • • ••• • • • •• •• • • • • • • • • • ••• • • • • • • • ••• • • • • ••• • • • • • • • • • ••• B. Cbtmney InsieCtibn /C1eaating • • • • • •• • • • •• Inspectthe:climneir intentally tr:Asteuctions and construc- tion deffiagd. Flue'1511De joints aTid seams must be continu- ous and mechanically tight. The chimney:slIot.Id•be•irseectec& once every two months during the betting seta r1, ; •• • • • • • ••• •• If creosote has accumulated, it should be removed to reduce the risk of a chimney fire. Refer to Figure 11.1 to remove /reinstall termination caps. • • C. Firebox Refractory Check firebox refractory for excessive cracks or gaps. If cracks exceed 1/4 in. (6 mm) in width the refractory should be replaced. See Section 12 for replacement information. A WARNING Fire Risk • Inspect fireplace refractory annually. Crumbling, deteriorated refractory can allow overheating of surrounding materials. Note: As you use the fireplace, expansion and contraction will cause minor cracking of the refractory. This is normal, unavoidable, and will not affect the performance of the fireplace. If the cracks become large enough that the metal behind the refractory is exposed or large pieces fall out, the panels should be replaced. Remove 8 screws (9 for King), lift top cover. Cap Top —� (Be sure holes in cap top and cap base are aligned.) Cap Base —� 111 European Copper Series Termination Cap (CT3-King shown) Remove screws, lift top cover. Top Cover Chimney 111111111111111111111111 1 111111111111111111111111 Cap TR11/TR11T Round Termination Cap Figure 11.1 Chimney & Termination Cap Cleaning Remove 4 screws and lift top pan off. T T Cap -► Slip Section ST1175 Square Termination Cap Remove 2 screws from the front and back and lift the top off. TCT1175 Terra Cotta Termination Cap Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 35 CAUTION Handle glass assembly with care. When cleaning glass door: • Avoid striking, scratching or slamming glass. • Do NOT use abrasive cleaners. • Use a hard water deposit glass cleaner on white film. • Do NOT clean glass when it is hot. A WARNING Fire Risk • Do not use chimney cleaners or flame colorants in your fireplace. Will corrode chimney. D. Maintenance Task List • • ••• • • • ••• • • •• • •, •• • • • Asphyxiation Risk •Fire jigk••• •• • • Arinuar irispe8titn:b�+•gualified technician • • • • recol ended . • • • Check: • • Coiditi�xi of is rs,*surrounds and fronts • • ;•;C,prtditigll crglas3and glass assembly •.. S : Chaslacctbntof combustion and ventilation air • Gas connections and fittings (if present) • Obstructions of termination cap • Refractory panels Clean: • Glass • Air passageways, grilles Inspect Maintenance Tasks Screens 1. Assess condition of screen and replace as necessary. Screens are required. 2. Verify maintenance of proper clearance to combustible household objects. Glass Doors 1. Inspect glass panels for cracks. Replace if this condition is present. 2. Confirm there is no damage to glass or glass frame. Replace as necessary. 3. Clean glass using a non - abrasive cleaner such as Brasso©. Circulation Compartment 1. Remove any foreign objects. 2. Verify unobstructed air circulation. Firebox 1. Inspect condition of refractory. Replace if crumbly, deteriorated, or if cracks exceed 1/4 in. (6 mm). Chimney 1. Inspect for blockage or obstruction such as bird nests, leaves, etc. 2. Confirm that termination cap remains clear and unobstructed by plants, etc. 3. Verify that termination cap clearance to subsequent construction (building additions) has been maintained. 4. Inspect for corrosion or separation. 5. Verify weather stripping, sealing and flashing remain intact. 6. Inspect for creosote and remove as needed. (See Sections 10 and 11) Grate 1. If grate bums out, it should be replaced only with the grate specified on the rating plate and in the replacement parts list for this fireplace. E. Chimney Fire In the event of a chimney fire: • Have the chimney and adjacent structure inspected by qualified professionals. Hearth & Home Technologies recommends that NFI or CSIA certified professionals, or technicians under the direction of certified professionals, conduct a minimum of an NFPA 211 Level 2 inspection of the chimney. • Replace components of the chimney and fireplace as specified by the professionals. • Ensure all joints are properly engaged and the chimney is properly secured. A chimney fire can permanently damage your chimney sys- tem. Failure to replace damaged components and make proper repairs creates risk of fire. 36 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 12 Reference Materials A. Fireplace Dimensions 8 -5/8 in. (219 mm) 9 -5/8 in. (244 mm) 9 -1/4 in. (235 mm) 9 -1/2 in. (241 mm) • • ••• • • • •e• •• •• - • • • e• •• • • • • • • • • • • • • ••� • • • • • • • • • • 0 • • • ••• • • • • •• 27 -1/2 in. (699 mm) —28-5/8 in. (727 mm) • • • ••. • .• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • •• • • • •• ••• •• • • • • • • • 0 • •• • • • • • ••• .• 1 -44-1/2 (1130 mm) 59-1/4 in. (1505 mm) 49-5/8 in. (1260 mm) 14-3/8 in. (365 mm) 9 -1/2 in. (241 mm) i MM.II■i11■■ •■ •••■ IM•• MM. MEM ■•i_ ■••• ••• MIMI ■i B. Fireplace Components • • ••• •• •• • • • • • • • • • • • • • ••• • • • ••• • • s• •• • • • • • • • ••• • • • • • • • • • • • • ••• Catalog # Description I60CT Fireplace with integral grate, outside air kit, hearth protection strips and•celorec ;aditional.brs pattern refractory • • • • • •• • • • •• • • • • • • • • • 160H Fireplace with integral grate, outside air kit, hearth protection sties and herringbone pattern refractory AED60 Glass doors - 75th Anniversary Edition, bi -fold doors DM6036 Glass doors - Bi -fold, clear view, black • • • • • • • ••• • • • DM6036B • • • • • • • Glass doors - Bi -fold, clear view, polished brass DM6036S Glass doors - Bi -fold, clear view, stainless steel •• - • • ••• • • • ••• • •• • DP6036 Perception Glass Doors - Tinted, black DP6036B Perception Glass Doors - Tinted, polished brass DP6036S Perception Glass Doors - Tinted, stainless steel AES60 Surround, red oak, mission style HX4 Hearth extension GR30 Integral grate (included with fireplace) AK22 Outside air kit (included with fireplace) GR30 Integral Grate d d _66 (1676 mm) 20 in. (508 mm) HX4 - Hearth Extension AK22 - Outside Air Kit 1/2 in. (13 mm) Bi -fold Glass Doors Perception Glass Doors 4 1 I\ ] r i 0 10 °I V.._______,L._ ql OI V 10 A qj Traditional Brick Pattern Refractory Herringbone Pattern Refractory 38 Heatilator • I60 Woodburning Fireplace • 34920 Rev U • 08/06 C. Chimney Components • • ••• • • • ••• •• •• • • • •• •• • • • • Z • • • • • • • • • • • The following pictures show only those chimney components which mar be %Wily esed Zvith ihistweplace. Catalog # Description CAK5A Chimney Air Kit ID4 Insulated Duct/Outside Air UD4 Uninsulated Duct/OutsideAir SL1106 Chimney Section - 6 in. (152 mm) long SL1112 Chimney Section -12 in. (305 mm) long SL1118 Chimney Section -18 in. (457 mm) long SL1136 Chimney Section - 36 in. (914 mm) long SL1148 Chimney Section - 48 in. (1219 mm) long SL11 Chimney Stabilizer SL1130 Chimney Offset/Return - 30 deg FS538 Ceiling Firestop - Straight FS540 Ceiling Firestop - 30 deg AS10 SL1100 Straight Attic Insulation Shield, 24 in. (610 mm) JB577 Chimney Joint Band CB576 Chimney Bracket RF570 Roof Flashing - Flat to 6/12 Pitch RF571 Roof Flashing - 6/12 to 12/12 Pitch TR11 Round Termination Cap TR11T Round Telescoping Termination Cap TCT1175 Terra Cotta Termination Cap ST1175 Square Termination Cap CT56 Chase Top LDS33 Decorative Shroud - 3 ft x 3 ft (.91 m x .91 m) LDS46 Decorative Shroud - 4 ft x 6 ft (1.22 m x 1.83 m) LDS -BV Decorative Shroud - 26 in. x 26 in. (660 mm x 660 mm) Field Constructed Shrouds (See "Woodburning Termination Cap") CT11 -King European Copper Termination Cap - King Style CT11 -Queen European Copper Termination Cap - Queen Style CT11- Bishop European Copper Termination Cap - Bishop Style CT11- Knight European Copper Termination Cap - Knight Style CT11 -Pawn European Copper Termination Cap - Pawn Style 14 in. (356 mm) 5 -1/4 in. (133 mm) 14 in. (356 mm) �4 in (102.mm) A L 13 in. (330 mm) ` CAK5A - Chimney Air Kit 1D4 Insulated Duct • • • ••• • •• •• • • • • • �• r • •• •. ,ir�4i«�E�� — ir. (102 mm)1 1, 42 in ---.1 •• • • (1067.nrn).• .• • • • • • • • • • • • • • • • • •• • • • • • • • • • *UD4 Uninsulated Duct kftwea 4 in. (102 mm) i 42in� (1067 mm) Chimney Sections Catalog # A B In mm In mm SL1106 6 152 4-3/4 121 SL1112 12 305 10 -3/4 273 SL1118 18 457 16 -3/4 425 SL1136 36 914 34 -3/4 883 SL1148 48 1219 46 -3/4 1187 A = Actual Length B = Effective Length (length of chimney part after it has been snapped to another) 20 -3/4 in. (527 mm) Inside Diameter 11 in. (279 mm) Outside Diameter 13 in. (330 mm) SL11 - Chimney Stabilizer Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 39 Inside Diameter 11 in. (279 mm) 21 in. (533 mm) SL1130 - Offset/Return 14-1/2 in. 368 mm) >{ IIIII 24 in. (610 mm) 1 Outside Diameter 13 in. (330 mm) AS10 - Straight Attic Insulation Shield 13 in. (330 mm) 2 in. (51 mm) JB577 - Chimney Joint Band CB576 - Chimney Joint Band • • .•• . ••• •• •• • .°. •. •• • • • • • • • • • 1 • • • • ••• • • • • • • • • • •.• • • ' •.• • • •• • • • • • • • ••• • • • • 17 in: (432 mm) i • •r .. • .. • • • • • • • • • • Eei ingf#restop • • • Catalog # A B FS538 0-deg. 17 in. 432 mm FS540 30 -deg. 26 in. 660 mm 29 in. 15-1/4 in. (387 mm) (737 mm) RF570 - Roof Flashing 15 -1/4 in. (387 mm) 39-7/8 in. (1013 mm) RF571 - Roof Flashing 40 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 25-1/4 in. (641 mm) 28 in. (711 mm) 1 15-3/4 in. (4001 mm) TR11 - Round Termination Cap r 34-3/8 in. (873 mm) TR11T - Round Telescoping Termination Cap 14 -3/4 in. (375 mm) 23 in. (584 mm) 1, 23 in. (584 mm) ST1175 - Square Termination Cap • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • ••• '201ra • • • • (b 08 rem" • • •• • • • • • • • 9 -3/8 in. (238 mm) •• • • +• • _ • ••.3. • • • • • • • ••• 11r;4 41•0 (235 mm) TCT1175 - Terra Cotta Cap 72 in. (1829 mm) 13-3/8 in. (340 mm) 36 in. (914 m) 2 in. (51 mm) CT56 - Chase Top LDS33/LDS46 Decorative Shroud Catalog # A B C D In. mm In. mm in. mm In. mm LDS33 36 914 36 914 8 -1/2 216 11 279 LDS46 48 1219 72 1829 8-1/2 216 11 279 cf E �D -1 LDS -BV Decorative Shroud A Catalog # AB CD E LDS -BV in. 26 12-1/2 15-1/2 22 23 mm 660 318 394 533 584 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 41 21 in. (533 mm) 46-3/4 in. (1187 mm) L>UL) U U U UUU ULSU UUU L�UL' UUU UUU UUU 4_) 1_1 UUU UUU L.> L.._?‘_) UUU UUU UUU UUU L�L�U )L1U UUU UUU UUU UUU UUU 24 in. (610 mm) CT3 -King 16 in. (406 mm) • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • ••• • f• • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • •. ----- 20 -3/4 in. -- - (527 mm) 40 -1/8 in. (1019 mm) 31 -7/8 in. (810 mm) 18 in. (457 mm) CT3- Knight 20 in. (508 mm) CT3 -Queen 35-5/8 in. (905 mm) N111111111 11111111111 I1110111111U IIIiJIII11 lllllllllll 20 in. (508 mm) CT3- Bishop 21 in. (533 mm) 1 24-3/4 in. (629 mm) £ UI £) U L U U U U U U 0 U I.-- -- 20 -5/8 in. -- -I (524 mm) CT3 -Pawn 42 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 • • ••• • • • ••• •• •• • • • • • • ••• •• • • • • • • • • • • • • • Woodburning Termina�jon�Cap ••• • • ... • • • • ••• • • • • ••• OPEN TOP with solid sides and 3 in. (7,i,min) opening tithe bottom • • • • • • • • • • • • ••• • • • • •• • • • • • Mnimum Base 23 in. x 23 in. Dimensions (584 x 584 mm) 28 x 28 in. (711 x 711 mm) with Radiation Shield rr� • i2 x 2i ,••• (813 x 813 mm) with Radiation Shield Minimum Top 20 x 20 in. Dimensions (508 x 508 mm) Minimum Base Dimensions N/A MAILBOX STYLE with open ends and 3 in. (76 mm) opening at the bottom of the sides. 26.5 x 28 in. (673 x 711 mm) with Radiation Shield Minimum Height N/A 281/4 in. (718 mm) 34x34in. (864 x 864 mm) with Radiation Shield 281/4 in. (718 mm) ROOFED STYLE with 12 x 22 in. (264 sq. In.) (305 x 559 mm) opening on each side and 3 in. (76 mm) space between the radiation shield and chase top. Minimum Base Dimensions N/A Minimum Height N/A 27 x 27 in. (686 x 686 mm) with Radiation Shield 34x34in. (864 x 864 mm) with Radiation Shield Minimum Height is measured from the bottom of the termination cap: Minimum height is established with the bottom of the termination cap 7 in. (178 mm) above the chase top. Minimum height must increase accord- ingly for any height above 7 in. (178 mm). All dimensions are INSIDE dimensions. Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 43 D. Service Parts he The first labr in fireplaces Service Parts . • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • I00N:16:OCT & 160H Exploded Parts Diagram • �• s•• • •Begirrring Manufacturing Date: N/A •• • • • • • • • Endir♦g;Vla�nufacturing Date: Active 36 in. Woodburning Fireplace • • • • • • • • • • • • • • • ••• • • • • ••• • •• • • • •• ••• •• • • • • • • • . . • • •. • • • • •• • • • • • ••• •• 44 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 Service Parts • • ••• • • • •••• • • •• •• • • • •• • • • • •I G•ot • 16O% • T & 160H Service Parts List • • • • • Beginiaing Manufacturing Date: N/A • • • . • • • • • Eruiitig2Vihqufacturing Date: Active 36 in. Woodburning Fireplace • • • • . • • • • • • • • • • • • • ••• • ••• • • • 1 Damper Blade Assembly • • V6Vier ; ; , • :29964. 1 Damper Weight •• *9;85A • • 19'78•1A 1 2 Damper Control 20549 20549 1 3 Front Top Standoff 11864i 11864i 2 4 Rear Top Standoff 19228 19228 2 5 Starter Section Assembly 22072B 22072B 1 Refractory Retainer 11847 11847 3 Herringbone Brick Hearth Refractory 33001 1 Herringbone Brick Right Side Refractory 33676 1 Herringbone Brick Left Side Refractory 33677 1 Herringbone Brick Back Refractory 33003 1 Colored Traditional Brick Hearth Refractory 4013 -050 1 Colored Traditional Brick Side Refractory 4013 -193 2 Colored Traditional Brick Back Refractory 4013 -194 1 Nailing Flange 31190 31190 4 Firescreen Rod 12052 12052 2 6 Firescreen Assembly 33699 33699 2 Firescreen Handle 4021 -150 4021 -150 1 ea. Screen Cover (top only) 31319 31319 2 7 Smoke Shield 32949 32949 1 8 Grate GR30 GR30 1 9 Grate Retainer 34430 34430 2 Strip Protector 18320 18320 2 10 Side Trim 31326 31326 2 Outside Air Kit AK22 AK22 1 Fastener Pack 17916B 17916B 1 Long Cable Tie 19954A 19954A 2 Outside Air Shield 33271 33271 1 4 in. Outside Air Inlet Ring 25692 25692 1 AK22 Installation Instructions 31170 31170 1 Installation Instructions & Owner's Manual 34920 34920 1 Powder Coat Touch -Up Paint 71479 71479 1 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 45 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• This page intentionally Jeft blank. ••• • •• . • • • • • •• • • • • ••. • • • • • • • . • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• 00 46 Heatilator • 160 Woodbuming Fireplace • 34920 Rev U • 08/06 E. Limited Warranty • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • heatil . • .•. . . . . ... • •. ••• • • •• ••• •••• • • The first name in f r r lezttes:» • :' HEATILATOR WOODBURNING :FIRRPRLAtE Limited Warranty As part of its 20 -YEAR BUYER PROTECTION PROGRAM AS PART OF ITS 20 YEAR BUYER PROTECTION PROGRAM ( "PROGRAM "), HEARTH & HOME TECHNOLOGIES INC. ( "HHT ") is pleased to offer a Limited Warranty and a Replacement Parts Advantage covering specific components of your Heatilator® woodburning fireplace system ( the "Fireplace "), installed in the United States of America or Canada. Dealers and employees of HHT have no authority to make any warranty or authorize any remedies in addition to or inconsistent with the terms of this Program. Limited Warranty HHT warrants the following components of your Heatilator woodbuming fireplace to be free from original defects in material and workmanship during the applicable periods described: five years for the firebox assembly, chimney system and roof termination; two years for refractory firebox liners; and one year for the grate, wire mesh screens, fan system, outside air system, and glass doors. AU limited warranty periods run from the date of initial installation of your Fireplace (the "Installation Date"). The Limited Warranty is subject to the conditions, exclusions and limitations of liability listed below. Replacement Parts Advantage Under HHT's Replacement Parts Advantage, for a period of twenty years from your Installation Date of your Fireplace, if available, HHT will provide you with repair or replacement parts for defective components which are no longer under their applicable Limited Warranty, at 50% of the then current retail list price for such components. HHT shall have no responsibility for freight and labor charges related to such parts. Conditions, Exclusions, & Limitations of Liability A. Both the Limited Warranty and Replacement Parts Advantage supplied by HHT apply only while the Fireplace is in its location of original installation. HHT's obligation under this warranty does not extend to damages resulting from (1) installation, operation or maintenance of the Fireplace not in accordance with the Installation Instructions, Operating Instructions, and the Listing Agent Identification Label fumished with the Appliance; (2) installation which does not comply with local building codes; (3) shipping, improper handling, improper operation, abuse, misuse, accident or unworkmanlike repairs; (4) environmental conditions, inadequate ventilation or drafting caused by tight sealing construction of the structure, air handling devices such as exhaust fans or forced air fumaces, or other causes; (5) use of fuels other than those specified in the Operating Instructions; (6) installation or use of components not supplied with the Fireplace or any other components not expressly authorized and approved by HHT; and/or (7) modification of the Fireplace not expressly authorized and approved by HHT in writing. This warranty is limited to only the component parts manufactured or supplied by HHT. B. During the first year of the Limited Warranty, HHT will, at its sole option, repair or replace any covered defective component and will provide replacement parts at no charge. And will pay reasonable labor and freight costs. During the second through the fifth years of the Limited Warranty (if applicable), HHT will provide replacement parts free of charge for any covered defective component, but will not pay for freight or labor costs related to the shipment of the parts or the actual repair or replacement. After the fifth anniversary of the Installation date, HHT's sole obligation and your exclusive remedy is set forth in HHT's Replacement Parts Advantage described above. In no event shall HHT be liable for any incidental or consequential damages caused by defects In your Fireplace. C. EXCEPT TO THE EXTENT PROVIDED BY LAW, HHT MAKES NO EXPRESS WARRANTIES OTHER THAN THE WARRANTY SPECIFIED HEREIN. THE DURATION OF ANY IMPLIED WARRANTY IS LIMITED TO DURATION OF THE WARRANTY SPECIFIED ABOVE. D. Some states do not allow exclusions or limitations of incidental or consequential damages, so those limitations may not apply to you. This warranty gives you specific rights; you may also have other rights which vary from state to state. How to Obtain Service 1. To obtain service under this warranty you must: 2. Send written notice of the claimed condition to Heatilator Technical Service Department, Hearth & Home Technologies, 1915 W. Saunders Street, Mt.. Pleasant, Iowa 52641 -1563. You may also register your claim online at www.heatilator.com. 3. Provide proof of purchase, model number, serial number, and manufacturing date code to HHT. 4. Provide HHT reasonable opportunity to investigate the claim, including reasonable opportunity to inspect the Appliance prior to any repair or replacement work and before the Appliance or any component of the Appliance has been removed from the place of original installation. 5. Obtain HHT's consent to any warranty work before the work is done. ADDITIONAL INFORMATION: If you would like information on current HEATILATOR products or want to locate a dealer in your area, call 1-800- 927 -6841. ©2003 Heatilator is a Registered Trademark of Hearth & Home Technologies Inc. Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 47 F. Contact Information • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • heatil .t. r The first name in fireplaces • •• ••• • • •• • • • • • • • • • • • • • e •• ••• •• Hearth & Home Technologienrut • • • • • • • • 1915 W. Saunders Street • • • • Mt. Pleasant, Iowa 526•4 • • • • • ••• • • www.heatIlator.com Please contact your Heatilator dealer with any questions or concems. For the number of your nearest Heatilator dealer, please call 1- 800 - 927 -6841. - NOTES - CAUTION DO NOT DISCARD THIS MANUAL Important operating • and maintenance instructions included. Read, understand • Leave this manual with and follow these party responsible for instructions for safe use and operation. installation and operation. This product may be covered by one or more of the following patents: (United States) 4593510, 4686807, 4766876, 4793322, 4811534, 5000162, 5016609, 5076254, 5113843, 5191877, 5218953, 5263471, 5328356, 5341794, 5347983, 5429495, 5452708, 5542407, 5601073, 5613487, 5647340, 5688568, 5762062, 5775408, 5890485, 5931661, 5941237, 5947112, 5996575, 6006743, 6019099, 6048195, 6053165, 6145502, 6170481, 6237588, 6296474, 6374822, 6413079, 6439226, 6484712, 6543698, 6550687, 6601579, 6672860, 6688302B2, 6715724B2, 6729551, 6736133, 6748940, 6748942, 6769426, 6774802, 6796302, 6840261, 6848441, 6863064, 6866205, 6869278, 6875012, 6880275, 6908039, 6919884, D320652, D445174, D462436; (Canada) 1297749, 2195264, 2225408, 2313972; (Australia) 780250, 780403, 1418504 or other U.S. and foreign patents pending. 48 Heatilator • 160 Woodburning Fireplace • 34920 Rev U • 08/06 IL Otio • • ••• • - • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •r-'1 • ••• • • • • ••• • • • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • ••• • • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •.• T E CATE RESIDENCE -448 NE. 96TH ST. Miami Shores, Florida - REVISED STRUCTURAL CALCULATIONS, Francisco Cuello, P.E., Inc. Consulting Engineers 147 ALHAMBRA CIRCLE, SUITE 220 CORAL GABLES, FL 33134 305.567.0125 PE No. 40087 WIND LOAD ANALYSIa (A •,•E•7; Q ?)•; • :•: ; 1 3 • • • • • • • • • • • • • ••• • • • P • t •TH CATE RESIDENCE Building Characteristics 26.50 ft •i ••• •'• i WIND LOAD ANALYSI$.(ASt €,7 ;O9)•; •;• 2 dlz, 3 Determination of wind pressure (continuation) Roof Normal to Ridge WINDWARD p+ = p- = LEEWARD p+ _ p. = -0.57 (Fig. 6 -6, page 51) -34.89 psf -16.23 psf -0.58 (Fig. 6 -6, page 51) -35.34 psf -16.67 psf Parallel to Ridge WINDWARD -0.9 (Fig. 6 -6, page 51) P+ = -49.69 psf P- _ -31.02 psf LEEWARD = -0.9 (Fig. 6 -6, page 51) p+ = -49.69 psf p_ = -31.02 psf At overhangs Overhangs Cp = p= h/L = (if there are no overhangs, ignore this section) -0.8 -0.9 -76.22 psf Net Uplift -39.69 psf (Interior) -66.22 psf (Overhang) Check Block- Diaphragm (applicable to wood roofs only) Fl. Height 10 ft (from Ftg.BM/T -BM to BM/T -BM above) Long Direction Linear Shear = Reaction @ ends = Design Diaphragm = 291.45 Ibs /ft 13115.14 Ibs 312.27 Ibs /ft Provide Block Diaphragm of: Short Direction Linear Shear = Reaction @ ends = Design Diaphragm = 291.45 Ibs /ft 6120.40 lbs 68.00 Ibs /ft • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • ••• •Project: "THE CATE RESIDEN- 0 • • • • • • • • • • •Engineer: • • • G• OOREFIELD • • • • • • • • • • •• • • • • • ■ • • • • • • •• • • • • ••• • ••• • • • 0.6Z • • • •• ••• •• 18.44 a• • •.. • •• • • • • • ••• •• >215 Ibs /ft, BLOCK DIAPHRAGM REQUIRED (FBC 2001, Table 2310.2A, 10d NAILS, Other Cases) 14.02 ft each side, long direction. BLOCK DIAPHRAGM NOT REQUIRED (FBC 2001, Table 2310.2A, 10d NAILS, Other Cases) Printed on: 10/4/06 FRANCISCO CUELLO JR. P.E. CONSULTING ENGINEERS - 147 ALHAMBRA CIRCLE - SUITE 220 - CORAL GABLES - FL 33134 - 305.567.0125 - 305.567.0129 (FAX) Components & Claddin From wind analysis: Determine a: a= but not less that Use a = qZ = WIND LOAD ANALYSIS (ASCE 7- 02)•.... . av 3 • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • 11" • • Project: "THE CATE RESIDENCE • 51.84 PSF • 0 • • • • • • ! Engineer: • • C IF IOOREFIELD • • • • ••• • • • • • • • • • • • • • • • • ••• • • 4.2 ft or 10.6 ft (whichever is staller) • • • • • • • 4.2 eontrols 1.68 ft or 3 ft • • • & controls • •• • • • • • ••• •• 4.2 ft Windows and Doors Pressure q. = 51.84 PSF EXPOSURE C CATEGORY II P= Fxq (psf) WINDOW/ SIZE (aprox.) AREA F( -) F( -) F( +) p- P- p+ DOOR ID 1 'i`'. (SF) ZONE 4 ZONE 5 ZONE 4 &5 ZONE 4 ( —) ZONE 5 ( —) ZONE 4 d 5 WINDOW 2.50 4.00 10.00 -1.280 -1.580 1.180 -66.36 -81.91 61.17 DOOR 2.50 8.00 20.00 -1.227 -1.474 1.127 -63.60 -76.40 58.42 GARAGE 9.00 8.00 72.00 -1.129 -1.277 1.029 -58.51 -66.21 53.32 Special cases for negative pressure (zone 4 & zone 5 combined) WINDOW/ DOOR ID TOT. AREA (ft2) PRESSURE (psf) PARTIAL DIMENSIONS a (ft) h (ft) PART. AREA (ft2) AVE. P (N.) (psf Printed on: FRANCISCO CUELLO JR. P.E. CONSULTING ENGINEERS -147 ALHAMBRA CIRCLE - SUITE 220 - CORAL GABLES - FL 33134 - 305.567.0125. 305.567.0129 (FAX) • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • •• • • • •• • • • • • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • • • • •,. THE CATE RESIDENCE -448 NE. 96m ST. Miami Shores, Florida - STRUCTURAL CALCULATIONS Francisco Cuello, P.E., Inc. Consulting Engineers 947 ALHAMBRA CIRCLE, SUITE 220 CORAL GABLE'S, FL 33134 305.567.0125 PE No. 40087 CC06- 941 1!CEIVED APR 1 2 2005 • • • • • • • • • ••• • • • •• WIND LOAD ANALYSIS (ASCE 7 -98) Building Characteristics h= 26.50ft L = 42.00 ft (Short) B= 90.00 ft (Long) h/L = 0.63 (To det. Co, ASCE 7 -98, Fig 2, page 42 Roof Press.) UB= 0.47 (To det. Cr, ASCE 7 -98, Fig 2, page 42 Wall Press.) Z = 15.90 ft z,,,U, = 15 ft (Terrain Exposure Constants, ASCE 7 -98 TABLE 6.4, page 59) C = 0.20 ft (Terrain Exposure Constants, ASCE 7 -98 TABLE 6.4, page 59) = 500 ft (Terrain Exposure Constants, ASCE 7 -98 TABLE 6.4, page 59) e = 0.20 ft (Terrain Exposure Constants, ASCE 7 -98 TABLE 6.4, page 59) or 11 • • ••• • • • ..• •• •• • • • •• •• • • • • • • ••••• • • Project: •,cgr.E p4SIDEIECE: • Enginger: • CHRISTOPHER MOOREFIELD Priatet:on: • 3/41/ • • • • • • • ••• • • • • •. • ••.• • ••.• • ••• ••• • • •• • • • • • • •• ••• •• .• • • • • • • • • • ••• •• Design Criteria ASCE 7 -98 Category II (ASCE 7 -98, TABLE 1 -1) Exposure C (ASCE 7 -98, 6.5.6.1) V = 146 mph (ASCE 7 -98, Fig. 6-1) = 1.00 (Importance Factor, ASCE 7 -98 TABLE 6.1, page 55) KZ = 0.95 (Velocity Pressure Exposure Coefficient, also Kn,ASCE 7 -98 TABLE 6.5, page 60 based on z) Kd = 1.00 (Wind Directionality Factor, ASCE 7 -98 TABLE 6.6, page 61, based on structure type) Velocity Pressure qZ =0.00256KZKdV21 [Ibs /ft2] (Eq. 6 -13) (NOTE: section 6.5.7 of ASCE 7 -98 does not apply (Le., K# =1.0)) 51.84 PSF Determination of wind pressure (p) (ASCE 7 -98, 6.5.12.2, Main Force Resisting System) p=q *G*Cp- gh(GC1) [b/ft2] (Eq. 6 -15) (ASCE 7 -98, 6.5.12.2.1, Rigid building of all heights) Gust Effect Factor Iz = Lz = Q= Therefore: G= And, Gip;+ = G. = (ASCE 7 -98, 6.5.8, Rigid Structures) 0.226 (Eq. 6 -3) 432.06 (Eq. 6 -5) 0.89 (Eq. 6-4) 0.85 (ASCE 7 -98, 6.5.8.1, (Eq.6 -2)) 0.18 (internal Pressum Coefficient, TABLE 6.7, page 62) Enter 0 for open balm 0.55 for partially endoeed wage. or 0.18 for enclosed bldgs. -0.18 (internal Pressure Coefficient, TABLE 6.7, page 62) Willi (L/B) = 0.47 WINDWARD SIDE Cp = 0.8 (Fig. 6-3, page 42) Cp = -0.7 (Fig. 6-3, page 42) p+ = 25.92 psf p+ = -40.18 psf p.= 44.58 psf p_ _ -21.51 psf LEEWARD AS COMPONENTS & CLADDING (max.) Cp = -0.5 (Fig. 6-3, page 42) P =F x qZ with A= 234.08 ft2 p+ = -31.36 psf F(_i zone s = -1.096 p.= -12.70 psf P= -56.83 psf Page: .99 psf (interior) -64.91 psf (Overhang) FRANCISCO CUELLO JR. P.E. CONSULTING ENGINEERS -147 ALHAMBRA CIRCLE - SUITE 220 - CORAL GABLES - FL 33134 - 305.567.0125 - 305.567.0129 (FAX) WIND LOAD ANALYSIS (ASCE 7 -98) Determination of wind pressure (continuation) Roof Normal to Ridge WINDWARD Cp = P. = p- _ LEEWARD Cp = P. = p- _ Parallel to Ridge WINDWARD Cp = p+ = p- LEEWARD Cp = p+ = p -= At overhangs Overhangs Cp = P= h/L = 0 -0.57 (Fig. 6-3, page 42) -34.45 psf -15.79 psf -0.58 (Fig. 6-3, page 42) -34.89 psf -16.23 psf -0.9 (Fig. 6-3, page 42) -48.99 psf -30.33 psf -0.9 (Fig. 6-3, page 42) -48.99 psf -30.33 psf (If there are no overhangs, ignore this section) -0.8 -0.9 -74.91 psf Net Uplift -38.99 psf (Interior) -64.91 psf (Overhang) 0.63 18.44 ° t • • ••• • • • ••• ••• • • • • • • • Project: :CAW R StDEItCE• • 0 EngInser: • CHRISTOPHER MOOREFIELD • • • •• • • • •• • • • • • • • • • • • • • • • •••• • • • • • • • • • • • ••• ••• • • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• • FRANCISCO CUELLO JR. P.E. CONSULTING ENGINEERS -147 ALHAMBRA CIRCLE - SUITE 220 - CORAL GABLES - FL 33134 - 305.567.0125 - 305.587.0129 (FAX) Components & Cladding From wind analysis: qZ = Determine a: a = 4.2 ft or but not lass that 1.68 ft or Use a = 4.2 ft Windows and Doors Pressure WIND LOAD ANALYSIS (ASCE 7 -98) 51.84 PSF SIZE (aprox.) wft hft 51.84 PSF 10.6 ft (whichever is smaller) 3ft EXPOSURE C CATEGORY 11 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • •• • ••• • • • • i dgt � • • • r31/061 • • Project: CATE RESIDENCE' 0 Engl3�tl : •C11w5EOPHE �4OORE ?�EL.O. • •..... • • • • • • • • • • • • • • • • • ••• ••• • •• • . • •• ••• •• •,4.T,ot� • • . . 34', • •• . . • • •• . •• • • • • • •.• .. P= Fxq (psf) AREA F( -) F( -) F( +) (SF) ZONE 4 ZONE 5 ZONE 4 &5, ZONE 4 ( -) ZONE 5 ( -) ZONE 4 & 5 10.00 -1.280 -1.580 -81.91 61.17 GARAGE 9.00 -1.474 1.127 -63.60 - 76.40 58.42 9.00 81.00 -1.120 -1.259 1.020 - 58.04 - 6.5.27 52.85 FRANCISCO CUELLO JR. P.E. CONSULTING ENGINEERS -147 ALHAMBRA CIRCLE - SUITE 220 - CORAL GABLES - FL 33134 - 305.567.0125 - 305.567.0129 (FAX) FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer JOB SHEET NO 4 • • • • ••• • • • • • • • •• • • • •••• • • • • • ••GF. . • • • •.• CALCULATED BY DATE SCALE tpoi+.') (-On,' k, rv. raa F �m Litt 4/7 NESS CUT "painting service ; 2?ra•saw.a27 NEaS. ir,,:. Poteth t: , bra 03458 aN+1 • • • • • •• • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• ••• • • • • • •• • • •• • • • •• ••• •• • • • • • • • • •• • • • • • • ••• •• Rel. N G 143200741 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engin JOB SHEET NO 5 • • ••• • • • ••• •• •• • •••••• • • • • ••••• • • • • • • ••• • • • • • • • •. • • • • • .. b� . • . • ••• CALCULATED BY DATE SCALE • • • • • • •• • • • • • •• • • • • • .• • • •• • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • • • • Reviler Erne 14-635 CUSP'*" W011-fin Service )-WO- NS -8327 NEe,S. Inc. PewO rough, NH 0345 mwr netn.om! • • • •• ••• •• • • • • • • • • ••• •• Rel. NO: ii Id 7 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer _... JOB // . • • • • • • • • ••• • • • • • • ••. • • • SWEET NO. • • •.c • • • • •.• CALCULATED BY DATE • • • • • •• SCALE • • • • • • • . • • • • • • ••• • • • • • • • • • • • • • • • • • • •.• ••e • • •• • • • •• ••• •• ••• • • • • •• • • • • • wr/c, d 4 004/, 4 Ok5k. /I-1'4r- 4//2)(2 mom') ¢ log® )<zt.a.JE0 2' /.22I RcYlrtler From NEBS CUST'le printing service secia S&6327 NEBs. inc. Pau+kaoruuttn. IYt'. 03a5e vA +v;,ness com Fist. 4 G 54320074E FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer f47r/ o2 &,—v: evoi.1 e 1") ecr /9471: ?-7771)- JOB 7 • • • • 000 * • •• •• * • w • • • • ••• • • • • • • • • • • • • 000 SHEET NO CALCULATEDBY DATE • • • • • • • • • • ss • , • • . • • • • • • • • • • • • • • • • • ••* 00• • • . SCALE • 0• • • • • • • • • • • •• 00• 00 • 0 0 041 • • • • • • • • • • 0.400 es roec."'- (4k) eie (Trie)( /7--4,/t)(45--oxi) a 2 faA 1,44 IZI4e ge-43 if gS" 1,-„e2f.gryi e kj 4`), 10, 9.41■50120" 7,1 4r>, 7132e4P2 Z • • 1 Ildr,de, AGM NESS Wr printing service -800-8113-632 NEAS, Ic Poimternu.yo. NH 03458 3voo Ref No D •.)3?1).J7.= Title : THE CATE Dsgnr: CM Description : Scope : RESIDENC* • • • • • Jqb # • • • • .i3aie: 2:24M; vv 06 • • • ••• • • • • • • 0 • • • • • • ••• • • • • ••• Rev: 580001 User: KW-060822_,_4 Ver 5.8.0. 1-Dec-2003 Single Span Analysis (01983 -2003 ENERCALC Engineering Sofhvare .—" pia <_:1, 2 9,98eatta/ ta/" °r'irrffMa 12 ,,.,,r,.. GE :, .. ..'.a, Description GIRDER TRUSS AT GARAGE ATTIC UPLIFT • • • •• • • • • • • • • • • • • • • • the ate resi4ence.ecw, ••• ••• • • General Information Center Span Left Cantilever Right Cantilever 21.67 ft 2.00 ft 2.00 ft Moment of Inertia 1,000.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin -Pin Uniform Loads On Center Span... # 1 0.090 k/ft Point Loads Magnitude Location 2.900 k 4.830 ft „emu._... On Left Cantilever... # 1 0.210 k/ft On Right Cantilever... # 1 0.210 k/ft uery Values Center Location Moment Shear Deflection 0.000 ft -0.42 k -ft 3.88 k 0.00000 in Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Right Cant 21.670 ft -0.42 k -ft -3.87 k 0.00000 in Summary Moments... Max + @ Center Max - n Center @ Left Cant @ Right Cant 18.88 k -ft at 10.83 ft -0.42 k -ft at 21.67 ft -0.42 k -ft -0.42 k -ft Maximum = 18.88 k -ft Shears... Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 3.88 k 3.87 k 3.88 k -0.060 in 0.018 in 0.018 in at at at Reactions... @ Left @ Right 10.83 ft -2.00 ft 23.67 ft 4.30 k 4.29 k R Title: THE CATE RESIDENCE • ••• • Job# • ••• Dsgnr: CM • • •die: $:20014 INA: 06: Description : • • • , • • • • • • • • • ••• • • • • ••• Scope : Rev: 580001 • • • • • • • • • • • • User: KW- 0606224 ver 5.8.0. 1-Dec-2003 i Analysis (c} 1983 -2003 EWERCALC Engineering Software • • • • • • the eels res ce Description GIRDER TRUSS AT GARAGE ATTIC - DL +LL • ••• ••• General Information Yore :NY Center Span Left Cantilever Right Cantilever masinmirmarmagammomm 21.67 ft Moment of Inertia 2.00 ft Elastic Modulus 2.00 ft Beam End Fixity UMEZ,..F.... 1,000.000 in4 29,000 ksi Pin -Pin •• • • • •• • ••• • •• • • ••••••• • • • • „t •• • • • • • ••• •• Uniform Loads On Center Span... # 1 0.120 k/ft On Left Cantilever... # 1 0.120 k/ft ;.q On Right Cantilever... # 1 0.120 k/ft Point Loads Magnitude Location 5.360 k 4.830 ft 5.360 k 16.830 ft k ft k ft k ft uery Values _,...; •. Center Location Moment Shear Deflection 0.000 ft -0.24 k -ft 6.66 k 0.00000 in r Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Arreer. :: Right Cant 21.670 ft -0.24 k -ft -6.66 k 0.00000 in Moments... Max + r;• Center Max - @ Center @ Left Cant @ Right Cant Maximum = 32.72 k -ft at -0.24 k -ft at -0.24 k -ft -0.24 k -ft 32.72 k -ft Shears... 10.83 ft @ Left @ Right Maximum 21.67 ft Deflections... @ Center @ Left Cant. @ Right Cant 6.66 k 6.66 k 6.66 k -0.104 in 0.032 in 0.032 in at at at Reactions... @ Left @ Right 10.83 ft -2.00 ft 23.67 ft 6.90 k 6.90 k FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer JOB • .. •.• • •••• • • SHEET NO. • • •ice • • OF • ••• • ••• •• • .• • • to CALCULATED BY DATE • •• • • • • SCALE • • • • • • • • • • • ••• • • • • • • • •• • • • • • • • ••• ••• • • • • • • • • • • •• • :" • • • • • •• • ••• • • • • ••• • • i• • • • • • • • • • • • • • • • • • • •• • • • • • ••• •• 9 4 ( /flie"Ti, o 4.1":3'® l /• ©$tom 1. /4 kip. °V ) ( s°o•) • 1..0/ o4 I2 ne,xds+ F•um NFBS CUS74 i "'piindng service 40042&327 NESS inc. RueNOnwgh. NH 0345.3 vns eeby.a m Reg. No: 6 143200748 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engin r 411 ran 77:fee,,,,,,e 41; Z cavik-sa "Fi;424, /7te41 (.40 hed/eriel/e44. ; fac.047-: JOB • • • • • • • • • • • • • I I • • • • • • • • • • • • • • • SHEET NO. • • • • ••• • OF • ••• CALCULATED BY DATE • • • • • • • • • • • • • • • • • to • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • SCALE sa..4u, 9 Pk, V,d14&•k • • • • •• ••• •• u4-47v g u4 Fr- XI* • 2 • • 1+4 orhji * '494) (2°14 )e 4,4 0%4 1,04:1 geocrtez ( 44e.444 4";64; 77".€4, d<1; g- CA ear (statir.t. 3,gtit. 3-3(4. • • • • • • • • • • • • • • • • • • • 40)(6,•';',9ii.) ( 44/2-tY )4 .", r''04)(Z a 4) 4 4. 09A214' 1...91viria'.3Y10V4e)4,)+ 64 ofr44, 1444*) / 401-4414 (60 -fYi4'f°14:ztzi-v) Cao a ,1547 4!rkfrt .15 .14919/Y.-e v .114 ; tic #(p "061;4 4 tire0/07/ cv-491-1., (&4 tioalexcri) (4=4 a,f- liod* (4°0(44e4X31:409 4 (aPOrikiX"° Rearee4 Rom NESS CUST4fr psinting 5ervke ,SC:0418843327 NOS tnc. Potwborough. NH (13458 www.Aebt, osyn Rel. No: El 143QO748 It Title THE CATE FiESID,ENCAE• • • • 146 # Dsgnr: CM : • : Oat:a: 765.40M, t4 MAR 06 Description : • • • :• • • • ••• • • • • ••• Scope : • • User: KW-0608224, _Ver 5.8.0, 1-Dec-2003 Single Span Beam Analyeli : : • • • • * Rev: 580001 • ,V4W," ox," , , , IC • ••• • tie cate r (c)1983-2003 ENERCALC Engineering Software Description GIRDER TRUSS No. 2 (WITHOUT TERRACE OVERHANG LCIPAb5)"6 • General Information behf. MM"' Center Span Left Cantilever Right Cantilever "It'Zliaag„ SMAION, i-KMENN, WES • • • • • • • *** • • 34.25 ft Moment of Inertia 1,000.000 in4 • • • • 2.00 ft Elastic Modulus 29,000 ksi ft Beam End Fixity Pin-Pin • • • • * • Page 1 iff Calcutabons • • • • • • • • • • 1, • „24211010,72=ArMa, • • ••• •• Uniform Loads On Center Span... # 1 k/ft • • ENTIM,QTAMWW,IM,TaMettii,,;" i•Mr: On Left Cantilever... # 1 0.210 k/ft On Right Cantilever... # 1 k/ft Point Loads ---wmmzrgzzmz=wfpzammqmog--:T.—oazwmgzr0x--m.o.umzwit.w--- Magnitude Location 0.770 k 14.000 ft k ft MOW/ RIMMEREMENAIRA10-Vgadar,--AaNtathak " k k ft ft "SL7Mffreal ft Trapezoidal Loads -711- Magnitude @ Left Magnitude @ Right Dist. To Left Side Dist. To Right Side ww.c4 ,Amm,,,:.77-irmrdm:7z-m,oawosnrgewzzmmwag 0.090 k/ft 0.150 k/ft k/ft 0.090 k/ft ft 14.000 ft 0.150 k/ft 14.000 ft 34.250 ft k/ft ft ft k/ft It/ft ft ft Query Values • Center Location Moment Shear Deflection • , Surtrztnary Adat.74:MWMANO-02° "'"„ % Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant aximum = 0.000 ft -0.42 k-ft 2.37 k 0.00000 in -ATiiAAA-TiAiWariragENIOAWZRED.8ARRAW.,,,,A,A=883M27. Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Right Cant 34.250 ft 0.00 k-ft 0.00 k 0.00000 in 24.29 k-ft at -0.42 k-ft at -0.42 k-ft 0.00 k-ft 24.29 k-ft Shears... 16.25 ft @ Left @ Right Maximum 0.00 ft Deflections... @ Center @ Left Cant. @ Right Cant 2.37 k 2.70 k 2.70 k -0.172 in 0.031 in 0.000 in at at at Reactions... @ Left @ Right 17.20 ft -2.00 ft 0.00 ft 2.79 k 2.70 k Title : THE CATE FiESIDgNa, • • • tip # Dsgnr: CM • • • • • Oat: 14.3414A, 14 MAR 06 • • • • • • Description : • • • • • • • • • • • • • • • • • • • • • • • • • • • Scope : Rev: 580001 • 41 • • • User: KW-060622,1_,Ver 5.8.0, 1-Dec-2003 Single Span Beam Analysi: : : . . : (0983-2003 ENERCALC Engineering Softwam ,,,, -/.i.,,,Zif&T,111:1,41A11e,Me.:,,• Aii?o,ii,wiro.,mel1MENNiMYATR,. ,,,, Ae< .-4§grv,- Itivr 7 .., GIRDER TRUSS No. 2 (WITHOUT TERRACE OVERHANG LOADS)" Mt Li- Description General Information .:WWW/AKIZAfte Center Span Left Cantilever Right Cantilever A""iff 34.25 ft 2.00 ft 2.00 ft Moment of Inertia Elastic Modulus Beam End Fixity • * *** • Page 1-1 • • • • cate r nc Calculations • • Z.Zeati:00:14f, • • • • • • • • • • • • • • • • mrsosiaiL . 1,000.000 in4 • • • • 29,000 ksi Pin-Pin • • • • ••• •• • Uniform Loads On Center Span... #1 0Z,ZaWr'&3E.W. k/ft On Left Cantilever... #1 0.120 k/ft Z -zan°Erzazi:rrr 7 A On Right Cantilever... #1 k/ft Point Loads Magnitude Location 1.000 k 14.000 ft k ft ft k ft k ft Trapezoidal Loads Magnitude @ Left Magnitude @ Right Dist To Left Side Dist. To Right Side "RM.' AONSIF Ai! Agnegffette 0.120 k/ft 0.120 k/ft ft 14.000 ft 0.190 k/ft 0.190 k/ft 14.000 ft 34.250 ft 0.4::4010$1. 4E' rn k/ft k/ft ft ft k/ft k/ft ft ft Query Values ;47 Center Location Moment Shear Deflection 0.000 ft -0.24 k-ft 3.07 k 0.00000 in MallftWAREMCOMPAMMMEZ..Z.0" Left Cant 0.000 ft 0.00 k-ft 0.00 k 0.00000 in Right Cant 34.250 ft -0.00 k-ft -3.46 k 0.00000 in ISO &X Summa Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 31.42 k-ft at 16.05 ft -0.24 k-ft at 0.00 ft -0.24 k-ft -0.00 k-ft 31.42 k-ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant @ Right Cant 3.07 k 3.46 k 3.46 k Reactions... @ Left @ Right -0.223 in at 17.12 ft 0.041 in at -2.00 ft 0.041 in at 36.25 ft 3.31 k 3.46 k NCISCO CUELLO JR.,P.E.,INC. Consulting Engineer r).2. 4,44 CALCULATED BY DATE • • •• • • • • • • • • • • • •• • • • • • • •• • • • • • • • • •••- • • • • • • • • • • • • • ••• ••• SCALE •• • • • •• ••• •• • • ••• • • • • •• • • �• :/02,4,„ • ••• •• )0 -a ") + (aa,q o °41'1's=40)� /ca /c,,. rt a -ri 4 i °�. 90( /= o /z)(rz • + C l H) C/ 41? )( / " 94 • • /2SJ' 4 • _0 ss / 7.144 04-.44.. Rerder Fawn NEES CUST M prfntlng service 1,313- 888 -8377 Nees. Inc. Pelethoncugh, NH 03458 w:nt.netn.arxw Re! No:G 94 74 16 Tine : THE CATE RE$IDENCE• • • • • 21obr Dsgnr: CM :.•.: : Date::9: A M,• 15 MAR 06 Description : • • • • • "' • • • • • • • • • • • • • ••• • • • • ••• Scope : Rev: 580001 User: KW- 0606224 1/er5801 -2013 Single Span Beam Ana (01983 -2003 ENEF CALL Engineering Software Description GIRDER TRUSS No. 4 (Supporting Attic) UPLIFT Genera! Information egMfr Center Span Left Cantilever Right Cantilever Uniform Loads 34.00 ft 2.00 ft ft On Center Span... # 1 0.090 k/ft Point Loads • • • • • • 4i • • • Page 1 • thetate res c . • ,C� culation • • • Moment of inertia 1,000.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin -Pin •• • • • •• ••• •• • • • • • • • • • • •• • • • • • ••• •• On Left Cantilever... On Right Cantilever... #1 0.210 k/ft #1 k/ft Magnitude 5.640 k 5.640 k Location 12.670 ft 28.670 ft Query values Center Location Moment Shear Deflection Summary Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 0.000 ft -0.42 k -ft 5.96 k 0.00000 in k k k ft ft ft Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Shears... 67.92 k -ft at 12.68 ft @ Left -0.42 k -ft at 0.00 ft @ Right Maximum -0.42 k -ft 0.00 k -ft Deflections... © Center 67.92 k -ft @ Left Cant. @ Right Cant 5.96 k 8.38 k 8.38 k Reactions... @ Left @ Right -0.467 in at 16.93 ft 0.086 in at -2.00 ft 0.000 in at 0.00 ft 6.38 k 8.38 k i Title : THE CATE RESIDENCE• • • • • • fort r Dsgnr: CM ;' •'; fat$: b:SWM •15 MAR 06 Description : • • • "' • • • • • • • • • • • • • ••• • • • • ••• Scope : Rev: 580001 User: KW- 0808224 Ver 5.8.0. 1- Dec -2003 (c }1983 -2003 ENERCALC Engineering Software AZZLIMITEw Description Single n Beam Analysis ••••• AavariagEommarimikageorm GIRDER TRUSS No. 4 (Supporting Attic) DL +LL • •• • • General Information Center Span Left Cantilever Right Cantilever 34.00 ft Moment of Inertia 1,000 000 tn4 2.00 ft Elastic Modulus 29,000 ksi ft Beam End Fixity Pin -Pin • • _•_.. • • • • • • • • • • • :Rage 1 • the tote resid nc e - :C cufations tortvweak • •• ••• •• • • •• • • • • • • • • • ••• •• Uniform Loads On Center Span... #1 k/ft On Left Cantilever... # 1 0.240 k/ft On Right Cantilever... #1 k/ft Point Loads Magnitude Location 7.360 k 12.670 ft 7.360 k 28.670 ft k ft .ma•zmicztizzr k ft k ft Trapezoidal Loads Magnitude @ Left Magnitude @ Right Dist. To Left Side Dist. To Right Side 0.240 k/ft 0.240 k/ft ft 12.670 ft 0.240 k/ft 0.240 k/ft 28.670 ft 34.000 ft 0.480 k/ft 0.480 k/ft 12.670 ft 28.670 ft k/ft k/ft ft ft Query Values Center Location Moment Shear Deflection 0.000 ft -0.48 k -ft 11.37 k 0.00000 in Left Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Right Cant 0.000 ft 0.00 k -ft 0.00 k 0.00000 in Moments... Max + @ Center 125.30 k -ft at 14.69 ft Max - @ Center -0.48 k -ft at 0.00 ft @ Left Cant -0.48 k -ft @ Right Cant 0.00 k -ft 125.30 k -ft Shears... @ Left @ Right Maximum Deflections... @ Center @ Left Cant. @ Right Cant 11.37 k 15.35 k 15.35 k Reactions... @ Left @ Right -0.896 in at 17.07 ft 0.164 in at -2.00 ft 0.000 in at 0.00 ft 11.85 k 15.35 k FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer -1•9 )(q' 9 j% /e4 ) • • •• •• JOB . . • • • • • • • ••• • • SHEET NO. • • • • • . • OF • • • CALCULATED BY DATE • • SCALE • • • • • •• • • • • • • • • • • ••• •' • • • • • • • • • ••• ••• • • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • 1 4:19,74, i•• AD 6,097' V 44%7 40 •N d) ' -+ , * ( —v rlsgm8er F,cdu NESS CU 74f"'prtnting service s- 8¢a- eee6727 NE@S. urc. Pate,toicugh. NH 0245S srxn.�er .w.m 4.)(4;0*)- 3. /yet. ... ......... • • •• • Re}. No 14 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer •• • JOB "t.,:.••: • • • SHEET NO • • ... • QF • . • • • • CALCULATED BY DATE • • • • • • •• • • • • •• • • • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • SCALE s •• • • • •• • • • • • ••• • • • ( mug Fcm NESS CUTirctrprinting service t-aer 888 -837/ NESS, Inc. PetaMorou9h, NH 03458 wsw.i ek ncoi Ret. Na 6 143200748 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer LR JOB , . •;el •• • • • • • •... • • •• •(• SHEET NO. CALCULATED BY DATE • • • •• • • •• ••. • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • SCALE •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• ?nn,5 NESS CUSP S pe1nUng service 143,043t19.e iv NESS. inc. Petertararyn. NH 03458 www.net,, mrn RtY Np• e 143290748 • • •.• • • • ••• •• •• •• •• • • • • • • • • • • • • • • • • • • • • • ••• • • • MASONRY -- Concrete Masonry Design Systbm •• • • National Concrete Masonry Association • • • ••• Prjct: GENERAL REINF. MASONRY DESIGN Topic: WIND PRESSURE ZONE 4 Page: Name: THE CATE Rf91D€f`jCC •: Date: 03 -16 -06 ; ; ••; Chkd: CM • • ••• • • • • ••• ••• • •••• •.•• • • Design of a Reinforced Masonry Wall with Out-of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 41 psf (From Tables) Type S mortar Masonry cement / Air - entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm = 1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) x = 3.813 in. #5 Bars, Grade 60 Reinforcement Spacing = 48 in. On- Center Wall Support: Simply Supported Wall .. • • • •• ••• •• • • ••• • . . .. • • • • • •• • • • • • ••• •• Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 30 0 0 0 0 0 120 Live 30 0 0 0 0 0 120 Soil 0 0 0 0 0 0 120 Fluid 0 0 0 0 0 0 120 Wind 0 0 61.17 61.17 0 0 120 Seismic 0 0 0 0 0 0 120 Roof 0 0 0 0 0 0 120 Rain 0 0 0 0 0 0 120 Snow 0 0 0 0 0 0 120 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load - -D + W x/H = 0.520 from bottom of wall V = - 12.234 lb/ft ML = 9160.8192 lb -in. /ft P= 226.8ib /ft aten =0in MT = ML + Pen = 9160.8192 lb-in/ft Moment Capacity = 9477.2153 lb-in/ft (789.76794 lb-ft/ft) at this axial load Shear Capacity = 1049.5886 lb/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force - -D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 305.85 lb/ft ML = 0 lb -in. /ft P = 470 lb/ft at en = 0 in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 10294.221 lb-in/ft at this axial Toad Shear Capacity = 1049.5886 lb /ft The wall is adequate for these critical section forces. • .... • • .... •• •• • ...... • • • • • ..... • • ...... .. • • • • • • .. •••• • • • • • .. • • • • • .. • • • . . • • • • • . • . 0 .. .. • • • . • • 00. 00. 0 . 00 • • • 00 00. 0 0 • • • .. • • • • • 000 00 These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V = - 12.234 lb /ft (Computed from Loads) } ML = 9160.8192 lb -in. /ft (Computed from Loads) P = 226.8 lb /ft at e = 0 in (Computed from Loads) Computed Design Values Note 1/3 stress increase was used Effective Width = 48 in. Won 1A /fr4th = R R1 R in nn caffartiva width • VN .. I4.l1 ., .., I V II . VII V t, V... V .. IvU Allowable Shearing Force = 1049.59 lb/ft The wall is adequate in shear Required As = 0.2983 in2 each reinforced cell (0.07457 in2 /ft) OK d = 3.813 in. n = 21.48 kbalanced = 0.3092 jbatanced = 0.8969 k = 0.2412 j = 0.9196 max (Compression) = 72947.8 Ibs (18237 Ibs /ft) OK max (Tension) = 9920 Ibs (2480 Ibs /ft) OK The wall has adequate capacity. • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • •• • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •• ••• •• • • ••: • • • • •• • • • • • ••• •• 'L3 • • ••• • • • ••• •• •• • • • •• •• • ••• • • or • • MASONRY -- Concrete Masonry Design System • • ▪ • • • • • • •0S • . . • ••• National Concrete Masonry Association Prjct: GENERAL REINF. MASONRY DESIGN Topic: WIND PRESSURE ZONE 5 Page: Name: THE CATE RVSDENCE •• ••• Date: 03 -16 -06 • • • • • • • •• ••• • • • ••• • • • • • • Chkd: CM • • • • • • ••• ••• •••• Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 42.5 psf (From Tables) Type S mortar Masonry cement / Air - entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm = 1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #5 Bars, Grade 60 Reinforcement Spacing = 40 in. On- Center Wall Support: Simply Supported Wall •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 30 0 0 0 0 0 120 Live 30 0 0 0 0 0 120 Soil 0 0 0 0 0 0 120 Fluid 0 0 0 0 0 0 120 Wind 0 0 71.54 71.54 0 0 120 Seismic 0 0 0 0 0 0 120 Roof 0 0 0 0 0 0 120 Rain 0 0 0 0 0 0 120 Snow 0 0 0 0 0 0 120 Controlling Load Cases • • ••• • • • ••• •• •• • • • •• •• • • • • • • • .. • • • • • • • • • • • • ••• • • • • ••• • • • • • .. • • • .. • • • • • • • ... • • • • • • • • • • • . . . . • • ... ... . 0 Section Forces with Controlling Flexure and Axial Load - -D + W x/H = 0.520 from bottom of wall V = - 14.308 lb/ft ML = 10713.83 lb-in./ft P =234Ib /ftaten =0in MT = ML + Pen = 10713.83 lb-in/ft Moment Capacity = 11163.556 lb-in/ft (930.29637 lb-ft/ft) at this axial Toad Shear Capacity = 1104.587 lb /ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force - -D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 357.71b/ft ML = 0 lb-in./ft P =485Ib /ftaten =0in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 11999.002 lb-in/ft at this axial Toad Shear Capacity = 1104.587 lb/ft The wall is adequate for these critical section forces. These were found to be Toad cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V = - 14.308 lb /ft (Computed from Loads) ML = 10713.83 lb -in. /ft (Computed from Loads) P = 234 lb/ft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 40 in. Wah W irith : R" •1 in nn affarti f, �uirlfih .. • • • .. ... .. • • • • • • . • 00 • • • • • ... .. V V VV Ytl IVLI I V.V 1 V 111. LA, V1IL/Va1 YV 0110 UV LI1 Allowable Shearing Force = 1104.59 lb/ft The wall is adequate in shear Required As = 0.296 in2 each reinforced cell (0.08879 in2 /ft) OK d = 3.813 in. n = 21.48 kbalanced = 0.3092 ibalanced = 0.8969 k = 0.2587 j = 0.9138 Pmax (Compression) = 63756.5 lbs (19127 Ibs /ft) OK Pmax (Tension) = 9920 Ibs (2976 lbs/ft) OK The wall has adequate capacity. • • ... • • • ••• •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • ... .. • • ... • • • • • .. • • • .. . • • • • • • • • •.. • • • • • • • • • • • . • 0 0 • • ... ... 1 1 .. • • • .. •.. .• •• • • • • • • • .. • • • • • ... .. FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer • • • • ••• JOB • . .. •. . • • • • • • • • • • • • • • • ••• • • • • • SHEET NO. • • • OF • • • • • • • ••• • • • • ••• CALCULATED BY DATE SCALE • • /d • • • • • •• • • • • • • • ••• • • • • • • • • • • • • • -• •. • • ••• - ••• • • • •• •• • • • •• ••• •• • • • • • • • • • • • ••• • • • • •• -- • • • •• __ •. • • • • *0* •,•.... / d• fl _ Q (-1/6,107,4 °}(- d• .73 °((o.4a)) s ' 7. Yd /1. Ct reeole Reorder Rom NEBS OUST" Veprtrrtiag service 1B8-2T NESS, •t . Peloit a'ap. Pd)i (34 =.rrv:.m441.0011 Rst No 143?.(`77 11 • • ••• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • . ..• . • • MASONRY -- Concrete Masonry Design System : ••• • • • ' ' • • • ••• National Concrete Masonry Association Prjct: REINF. MASONRY DESIGN Topic: WIND PRESSURE ZONE 4 (GARAGE) Page: Name: THE CATE RESIRENCE •• ••• • ••• ••• Date: 03 -31 -06 • • • • • • • • • • • • • • • ••• • • • • • • • • • Chkd: CM • • • • • • • • • ••• ••• • • Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 48.4 psf (From Tables) Type S mortar Masonry cement / Air - entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm = 1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 168 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #5 Bars, Grade 60 Reinforcement Spacing = 24 in. On- Center Wall Support: Simply Supported Wall •• • • • • • • ••• •••• ••• • • • • • • • • • •• • • • • • ••• •• Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 330 0 0 0 0 0 168 Live 330 0 0 0 0 0 168 Soil 0 0 0 0 0 0 168 Fluid 0 0 0 0 0 0 168 Wind 0 0 51.48 51.48 0 0 168 Seismic 0 0 0 0 0 0 168 Roof 0 0 0 0 0 0 168 Rain 0 0 0 0 0 0 168 Snow 0 0 0 0 0 0 168 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load - -D + W x/H = 0.520 from bottom of wall V = - 14.4144 lb/ft ML = 15110.904 lb-in./ft P = 655.248 lb/ft at en = 0 in MT = ML + Pen = 15110.904 lb-in/ft Moment Capacity = 17240.234 lb -in /ft (1436.6862 lb-ft/ft) at this axial load Shear Capacity = 1324.5805 lb /ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force - -D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 360.36 lb /ft ML = 0 lb-in./ft P = 1337.6 lb /ft at en = 0 in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 18116.239 lb-in/ft at this axial Toad Shear Capacity = 1324.5805 lb/ft The wall is adequate for these critical section forces. These were found to be Toad cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. 0 • • ••• • • • •• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • • • •• • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • ••• ••• • IS • • • •• ••• •• • IMP, • • • •• • • • •• • • • • • ••• •• The following design calculations are for the section with controlling bending moment Section Design Forces Used V = - 14.4144 lb /ft (Computed from Loads) ML = 15110.904 lb-in./ft (Computed from Loads) P = 655.248 Ib/ft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 24 in %A/nh Width = R All in nn affnrfivc width VV VV V "all 1 V.V IV 111. V11 VIIVV4IVV YYIVl11 Allowable Shearing Force = 1324.58 lb/ft The wall is adequate in shear Required As = 0.2344 in2 each reinforced cell (0.1172 in2 /ft) OK d =3.813 in. n = 21.48 kbalanced = 0.3092 lbalanced = 0.8969 k = 0.3007 j = 0.8998 Pmax (Compression) = 39759.1 Ibs (19879.6 Ibs /ft) OK Pmax (Tension) = 9920 Ibs (4960 Ibs /ft) OK The wall has adequate capacity. • • ... • • • ... .. .. • • • .. .. • • • • • • • • • • • • • • ... • • • • • • • • • • • • • ... • • • • ... • • • • • .• • • • .. • • • • .• • • • ... • • • • • • • • • • • • • • • • • ... ... • • .. • • • .. 000 .. • • • • • • .. • • • • • ... .. • • ••• •• •• • • • • • • • • • • • • • ••• • • • ••• • • •• •• • • MASONRY -- Concrete Masonry Design Systerr= National Concrete Masonry Association • • • • • • ••• Prjct: REINF. MASONRY DESIGN Topic: WIND PRESSURE ZONE 5 (GARAGE) Page: Name: THE CATE RESMIICE Date: 03 -31 -06 Chkd: CM • • ••• • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • • • • Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 55.7 psf (From Tables) Type S mortar Masonry cement 1 Air - entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm =1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 168 in. (Simply Supported Wall, Effective height = H) E-, 4 r is r x = 3.813 in. #5 Bars, Grade 60 Reinforcement Spacing = 16 in. On- Center Wall Support: Simply Supported Wall •• • • • •• ••• •• • • • • • •• • • • • • ••• •• Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 330 0 0 0 0 0 168 Live 330 0 0 0 0 0 168 Soil 0 0 0 0 0 0 168 Fluid 0 0 0 0 0 0 168 Wind 0 0 59.37 59.37 0 0 168 Seismic 0 0 0 0 0 0 168 Roof 0 0 0 0 0 0 168 Rain 0 0 0 0 0 0 168 Snow 0 0 0 0 0 0 168 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load - -D + W x/H = 0.510 from bottom of wall V = - 8.311791b/ft ML = 17447.798 lb-in./ft P = 712.1021b/ft at e n = 0 in MT = ML + Pen = 17447.798 lb-in/ft Moment Capacity = 19595.632 lb-in/ft (1632.9693 lb-ft/ft) at this axial load Shear Capacity = 1599.5724 lb/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force - -D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 415.59 lb/ft ML = 0 lb-in./ft P= 1439.8 lb/ft aten =0in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 20393.688 lb-in/ft at this axial load Shear Capacity = 1599.5724 lb /ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. • • • •••• • • • «�L.. •• •• • • • • • • ••• •• • • • • • • • • • • • • • • • • • • • • • • • • • •••• • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • •• • • • •• • • • • •• • •• • • ••• • • • • • • • • • • • • • • • • • • ••• ••• • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• The following design calculations are for the section with controlling bending moment Section Design Forces Used V = - 8.31179 lb /ft (Computed from Loads) ML = 17447.798 lb-in./ft (Computed from Loads) P = 712.102 tblft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 16 in Wah Width = R '19•4 in nn Affcrtivc wirdth VVVV •11,41.11 V.V 1V II I. VII V11VVl1VV VIII...I Allowable Shearing Force = 1599.57 lb/ft The wall is adequate in shear Required As = 0.2117 in2 each reinforced cell (0.1588 in2 /ft) OK d =3.813 in. n = 21.48 kbalanced = 0.3092 1balanced = 0.8969 k = 0.3384 j = 0.8873 Pmax (Compression) = 31253.6 lbs (23440.2 lbs/ft) OK Pmax (Tension) = 9920 Ibs (7440 Ibs/ft) OK The wall has adequate capacity. • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • •• • • • .• • • • • • • • ••• • • • • • • • • • • • • • • • • • ..• ••• • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • •.• .• FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer .14 .„"dieevre;011) Xavoi.oeo f Are Ax.. Ctr = soPY .$ fill' /5"0"cd r Aopy "pe lap* 4H/4 (7) #6 r-04+1 1 1 I 1 JOB affrfi 70W SHEET NO. • • • • • • • • • • • •-• .` • • • • • • • • • • • • • • • • • • • eoF • • • • • • • • • • • • • • • • CALCULATED BY DATE SCALE 6 (&'4 -1) • • • • • • • • • • • • • • : • . • 41: • • • : : • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .• CO' eAf s' ail, /--7 2-7ar :61 II° AP eifuo OSez) ,e4f*4 • • • • • • • / St%/270•4. 5: 5Z ;s 2“--;r0i z.€01A r. Reatifet r-Oli NOS CUST14eptireting service sericsessim. PielS, Inv Kiertmough, cocar txr;41;0.c= 81^,t 1,1320;" Name: THE CATE RESIDEXE; �• • • • Date: 03 -16 -06 • • • • • • • • • • • • • • • • • • • • • • • • Chkd: CM • • • ••• ••. • . • . • • ••• • • • ••• •. •• • • • •• •• • • • • • • • • • • • • • • MASONRY -- Concrete Masonry Design System National Concrete Masonry Association • • • • • • • • ••• • • • • • • ••• Prjct: JAMB REINF. SECOND FLR. WINDOW Topic: WIND PRESSURE ZONE 4 Page: Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 77.9 psf (From Tables) Type S mortar Masonry cement / Air- entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm = 1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #6 Bars, Grade 60 Reinforcement Spacing = 8 in. On- Center Wall Support: Simply Supported Wall Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 497 0 0 0 0 0 120 Live 83 0 0 0 0 0 120 Soil 0 0 0 0 0 0 120 Fluid 0 0 0 0 0 0 120 Wind 0 0 169 169 0 0 120 Seismic 0 0 0 0 0 0 120 Roof 0 0 0 0 0 0 120 Rain 0 0 0 0 0 0 120 Snow 0 0 0 0 0 0 120 Controlling Load Cases •• • • • •• ••• •• • • • • . • • • • •• • • • • • ••• • • • ... • • • ... .. .. • • • .. . • • • • • • .. • .. • • • • ... • • • • • • • • • • • • • ... • • • • ... • • • • • .. • • • .. • • • • • • • ... • • • • • • • • • • • . . 0 • • • ... ... . • Section Forces with Controlling Flexure and Axial Load --D + W x/H = 0.500 from bottom of wall V = 1.88872e-005 Ib/ft ML = 25350 lb-in./ft P = 886.5 lb/ft aten =0in MT = ML + Pen = 25350 lb-in/ft Moment Capacity = 26299.464 lb-in/ft (2191.622 lb-ft/ft) at this axial Toad Shear Capacity = 2362.5198 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force --D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 845 Ib /ft ML = 0 lb -in./ft P = 1359 Ib/ft at en = 0 in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 26678.839 lb-in/ft at this axial load Shear Capacity = 2362.5198 lb/ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V = 1.88872e -005 Ib/ft (Computed from Loads) ML = 25350 lb-in./ft (Computed from Loads) P = 886.5 Ib/ft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 8 in W+ah W irtIh = R in nn affortiuca width .. • • • .. ... .. . . • • • • IS • • • . • ... .. Y • VV VW BUM 1 V 811• Vt1 VY IVVW •V TV Math Allowable Shearing Force = 2362.52 lb/ft The wall is adequate in shear Required As = 0.3765 in2 each reinforced cell (0.5647 in2/ft) OK d =3.813 in. n = 21.48 kbalanced = 0.3092 ibalanced = 0.8969 k = 0.5295 j = 0.8235 Pmax (Compression) = 25827.8 Ibs (38741.8 Ibs/ft) OK Pmax (Tension) = 14080 Ibs (21120 Ibs/ft) OK The wall has adequate capacity. . • •.• • • • ••• .. • • • • • • •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • • • •• • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •. •.• •• • • • • • • • •• • • • • • ••• •• FRANCISCO CUELLO JR.,P.E.,INC. Consumng Engineer Opregity 4040, r ? �1 2 CO4 /9 JOB SHEET NO. CALCULATED BY DATE •.. • • • • • ••• • • • • • OF_' • • • • • • ••• • • • • ••• SCALE • • • • • •• • • • _.••_.. •...• ..•..:...• • • • ••• • • • • • 0 • • • • • - • • ' ••• ••• • •..• • ••• • • •• • • • • •• • • • • • • • • • • • • • •• . _.0 • ..•.. • - •..s•♦• •'l /p ; $ .7497744' 4 Ri rda: From NESS CUS p P.tM No: (3 1032 07. • • ••• •• •• • • • •• 3? • •• • ••• • MASONRY — Concrete Masonry Design System National Concrete Masonry Association • • • ••• • • • • • • • • • • • ••• • • • • • Prjct: JAMB REINF. SECOND FLR. DOOR Topic: AT PORCH -WIND PRESSURE ZONE 4 Page: Name: THE CATE RESIDENCE • • Date: 03 -16-06 ••• • • • •• • • • • • • • ••• • • • • • Chkd: CM • • • • • • • • ••• ••• • • • Design of a Reinforced Masonry Wall with Out-of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 77.9 psf (From Tables) Type S mortar Masonry cement / Air- entrained PCL Mortar, Coarse Grout CMU Concrete Density =115 pcf Unit Compressive Strength = 1900 psi Pm = 1500 psi (From Tables) Em = 900'm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #6 Bars, Grade 60 Reinforcement Spacing = 8 in. On- Center Wall Support: Simply Supported Wall Specified Load Components Load P (lb) e (in) W1 (psf) W2 (psf) L (in) hi (in) h2 (in) Dead 2516 0 0 0 0 0 120 Live 2077 0 0 0 0 0 120 Soil 0 0 0 0 0 0 120 Fluid 0 0 0 0 0 0 120 Wind 0 0 179 179 0 0 120 Seismic 0 0 0 0 0 0 120 Roof 0 0 0 0 0 0 120 Rain 0 0 0 0 0 0 120 Snow 0 0 0 0 0 0 120 Controlling Load Cases •• • • • •• ••• • • •• • • • • • •▪ •• • • • • •• .• • •• •• •• • • • •• Section Forces with Controlling Flexure and Axial Load —D + W x/H = 0.500 from bottom of wall V = 2.00048e -005 Ib/ft ML = 26850 lb-in./ft P = 2905.5 lb/ft at en = 0 in MT = ML + Pen = 26850 lb-in/ft Moment Capacity = 27955.217 lb -in/ft (2329.6014 lb-ft/ft) at this axial load Shear Capacity = 2362.5198 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force —D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 895 Ib/ft ML = 0 lb -in./ft P = 5372 lb/ft at en = 0 in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 30086.218 lb-in/ft at this axial load Shear Capacity = 2362.5198 Ib /ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. • • .. • • • • ... .. .. • . • • .. .. • • • • • • • • • • • • • 1•• • • • • • ... • • • • • .. • • • .• • • • • • • • ... • • • • • • • • • • • • 0 * • • ... ... • 1 .. • • • .. ... .. 0 • • • . • 0 .. • • • • • ... .. The following design calculations are for the section with controlling bending moment Section Design Forces Used V = 2.00048e -005 lb/ft (Computed from Loads) ML = 26850 lb-in./ft (Computed from Loads) P = 2905.5 tb/ft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 8 in. wimp, 11Uirith = nn csffiartivw wririth V B VR/ 99 IJU1 V 111. VI1 VIIV4SIYV V914U1 Allowable Shearing Force = 2362.52 lb/ft The wall is adequate in shear Required As = 0.3575 in2 each reinforced cell (0.5363 in2Ift) OK d =3.813 in. n = 21.48 kbatanc ed = 0.3092 ibalanced = 0.8969 k = 0.5702 j = 0.8099 max (Compression) = 25827.8 Ibs (38741.8 Ibs/ft) OK max (Tension) = 14080 Ibs (21120 Ibs/ft) OK The wall has adequate capacity. • . ••• • • • ... .. .. • • • • .. • • • • • • • • • • • • • • • • • • • • • ... • • • • ... • • • 0 • .. • • • .. • • • • • • • ... . • • • • • • • • . . . . • 0 ... ... . 0 .. • • • .. ... .. • • • • • • • • • .. • • • • • ... .. FRANCISCO CUEL O JR.,P.E.,INC. Consulting Engineer JOB / SHEET NO. CALCULATED BY DATE SCALE ... •••. • • • ••• • .91 •• •• • •••• • • • • ••• • • • • • • • • • • • • • • • • • ... F. • ••• • • • • • •• • • • •• • • • • • (fig ° d ie0-6 a.. -ud./ O 7 OAp)z • • • • ••• • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •• ••• •• • • • • • • • • • •. • • • ••••••• Fk radar From NESS CUSITIl j ng s@Iarl a 14800.9884737 NESS. fnc_Pemvtorovyh. NH 03458 mnv.netys,mvn Rat. N1 0 143200747 42 Title: THE CATE RESIDEVCE "A, • • Job „ „ Dsgnr: CM ; • • • :Datv: 61,61MAP: 06 Description : • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• Scope : User: KW-0506224. Ver 5.8.0. 1-Dec-2003 Rev: 580009 Concrete Rectangular & Tee Beam Dail al: • • _: , ' 'P-2 e Gate -Kle.,., bA, . (0)1983-2003 ENERCALC &weer, ! Software , e_ ',..,,,,Z7'''"---- ' _ '"." , ''" ,, ..<<<„",,,.„, .7rVe<Y% ' .,-,. ---- .....,7" - 7-,..7V.- • • • , - ".., ".00, ' ...." • V.,', - --",,, . .0% 9. / , GARAGE ROOF TIE BEAM DESIGNED TO RESIST LATERAt LOADS ['NE TO WINE) PRESSURE Description •• • • • .. ••• 'General information Code Ref: ACI 318-02k1„997:1411C,P003 PC, 4093 N'FrA 5000 _ <44:Elzarvrnmaxemr,fara • 21.67 ft fc .si, • • • ••• •• 60,000 psi 145.0 pcf Span Depth Width 8.000 in Fy 42.000 in Concrete Wt. Beam Weight Added Internally Seismic Zone 0 End Fixity Pinned-Pinned Live Load acts with Short Term Reinforcing ,444:0NOVINStrar, AMMAAMM. Rebar @ Center of Beam... Count Size 'd' from Top 4 7 1.50 in 4 7 6.50 in #1 #2 Reber @ Left End of Beam... Count Size 'd' from Top 4 7 1.50 in 4 7 6.50 in #1 #2 ANNEMANI:14 'NNW' Rebar ® Right End of Beam... Count Size 'd' from Top #1 4 7 1.50 in 6.50 in #2 4 7 Load Factoring AM Arms: Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 7:444.5.AM, Uniform Loads 444N, A4 AAA, Dead Load #1 #2 Trapezoidal Loads k k Live Load k k NA Short Term 0.440 k 0.440 k • r, Start End 0.000 ft 3.000 ft 18.670 ft 21.670 ft #1 #2 @ DL Left DL © Right DL @ Left DL Right @ Summary ::::wmrmmM.r6Men.MMAW NAN k/ft LL @ Left k/ft LL @ Right k/ft LL @ Left k/ft LL @ Right MM. MAWANA., k/ft k/ft k/ft k/ft ST @ Left ST @ Right ST @ Left ST @ Right ,areifffiser, 5..agen, 0.380 k/ft 0.500 k/ft 0.500 k/ft 0.380 k/ft Start End Start End ae,w-mmemaiazzrA 3.000 ft 10.830 ft 10.830 ft 18.670 ft Span = 21.67ft, Width= 42.00in Depth = 8.00in Maximum Moment : Mu 54.57 k-ft Allowable Moment: Mn*phi 62.90 k-ft Maximum Shear : Vu Allowable Shear : Vn*phi 25.42 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 3.612 Max. Spacing Not Req'd Not Req'd Max Vu 9.451 6.711 9.45 k 7.223 Not Req'd 3.485 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 10.835 Not Req'd 3.405 Beam Design OK -2.0353 in 14.447 18.058 Not Req'd Not Req'd 3.405 6.637 8.43 k 8.43 k 21.670 ft Not Req'd in 9.372 k Bending & Shear Force Summa 4:04:&33#8.9Xffre,r, Bending- Center @ Left End Right End Shear... @ Left End Right End Mn*Phi 62.90 k-ft 62.90 k-ft 62.90 k-ft Vn*Phi 25.42 k 25.42 k Wm,,AMMAAMMI'MAN: Mu, Eq. C-1 27.80 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 4.89 k 4.84 k MANNAMAN Mu, Eq. C-2 54.57 k-ft 0.00 k-ft -0.00 k-ft Vu, Eq. 9.45 k 9.37 k -ammmumwaagm., . Mu, Eq. C-3 52.25 k-ft 0.00 k-ft -0.00 k-ft Vu, Eq. 9.04 k 8.96 k SWAM Deflection W:Witiegai.OW:MIN3Plf Deflections- + palm Mt] Dt. + LL + tam Wt1 DL + LL + ST + IBm Wt] Reactions... DL + [Brn WtlJ DL +11+ [Brn Wt] Di. +IL + ST + [Bm Wt] "N=MMTMM= WASNANN AMA A. AV D M4 MAN ovmward -0.4749 in at 10.8350ft -0.4749 in at 10.8350ft -2.0353 in at 10.8350ft . Upward 0.0000 in at 0,0000 in at 0.0000 in at c Left 3.666 k 3.666 k 8.433 k • 21.6700 ft 21.6700 ft 21.6700 ft (5' Richt 3.666 k 3.666 k 8.433 k Title : THE CATE RESIDEjVCE • • • • • • Job, ,„ Dsgnr: CM ;••• :Dail: 1s:41A1:1!;161VIAFt06 Description : • • • ••• • • • • • • • • • • • • • ••• • • • • ••• Scope : • Rev 580009 ` 0 User. KW- 0606224, Ver5.8.0. 1- Dec -2003 Concrete Rectangular & Tee Beam Deii f n: • • ••_ • (c)1883-2003 ENERCALC Entineering Software a qle Description GARAGE ROOF TIE BEAM DESIGNED TO RESIST LATERAL LOADS DJJE TE}WINII • PRESSURE Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutrai Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing And Max As for Ductile Failure... X- Balanced )(max = Xbal * 0.75 a- max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As "'JO," Additional Deflection Calcs Center 1.560 in 1.326 in 142.015 k 1.911 k - 144.000 k 3.847 in 2.885 in 3.270 in 262.655 k 94.126 k 356.781 k 5.946 in2 2.400 OK / Left End 1.560 in 1.326 in 142.015 k 1.911 k - 144.000 k 3.847 in 2.885 in 3.270 in 262.655 k 94.126 k 356.781 k 5.946 in2 0.000 OK • • ••• • •• • •• • tilaat•Erid : ••• •• 1.560 in 1.326 in 142.015 k 1.911 k - 144.000 k 3.8469 in 2.885 in 3.270 in 262.655 k 94.126 k 356.781 k 5.946 in2 2.400 OK Neutral Axis !gross [cracked Elastic Modulus Fr= 7.5 *Pc ^.5 Z:Cracking Z:cracking > 175 : No Good! Eff. Flange Width 2.040 in 1,792.00 in4 568.80 in4 3,122.0 ksi 410.792 psi 187.641 k/in 42.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL +LL) /Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)/Mcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) 15.34 k -ft 46.30 k -ft 0.331 46.30 k -ft 0.331 613.260 in4 613.265 in4 ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI C -2 Group Factor 0.750 ACI C -3 Dead Load Factor 0.900 ACI C -3 Short Term Factor 1.300 Factor for Seismic 1.400 Add'! "0.9" Factor for Seismic 0.900 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • MASONRY -- Concrete Masonry Design Syste i I S * • • • • • ' • • • • • • • • • National Concrete Masonry Association Prjct: GABLED END FAMILY ROOM Topic: REINF. MSNRY. WIND PRES. ZN. 4 Page: Name: THE CATE RENEt4CE •: ••• Date: 03 -16 -06 • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • • • •• ••• • Chkd: CM Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 1999 MSJC ASD Design Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wail Weight = 44.7 psf (From Tables) Type S mortar Masonry cement / Air - entrained PCL Mortar, Coarse Grout CMU Concrete Density = 115 pcf Unit Compressive Strength = 1900 psi fm = 1500 psi (From Tables) Em = 900fm = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 147 in. (Simply Supported Wall, Effective height = H) x =3.813 in. #5 Bars, Grade 60 Reinforcement Spacing = 32 in. On- Center Wall Support: Simply Supported Wall •• • • • 00 ••• •• • • • • • • • • • •• • • • • • 000 •• Specified Load Components Load P (lb) e (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in) Dead 30 0 0 0 0 0 147 Live 30 0 0 0 0 0 147 Soil 0 0 0 0 0 0 147 Fluid 0 0 0 0 0 0 147 Wind 0 0 61.17 61.17 0 0 147 Seismic 0 0 0 0 0 0 147 Roof 0 0 0 0 0 0 147 Rain 0 0 0 0 0 0 147 Snow 0 0 0 0 0 0 147 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load - -D + W x/H = 0.520 from bottom of wall V = - 14.9866 lb/ft ML = 13746.954 lb-in./ft P= 292.836 lb/ft at en = 0 in MT = ML + Pen = 13746.954 lb -in /ft Moment Capacity = 13823.618 lb -in /ft (1151.9682 lb-ft/ft) at this axial Toad Shear Capacity = 1187.0845 lb/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force - -D + L + Lr + S + R + W x/H = 0.000 from bottom of wall V = 374.666 lb/ft ML = 0 lb -in. /ft P= 607.575 lb/ft aten =0 in MT = ML + Pen = 0 lb-in/ft Moment Capacity = 14857.34 lb-in/ft at this axial load Shear Capacity = 1187.0845 lb /ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occuring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. • • :i: • • ••• • • • • ••• • • • • .. • • • .. • • • • • • • • .. • • • • • • . • • . . • • . . . . • • ... ... .. • • • .. ... .. • • • • • • .. .. • • • ... 0 0 The following design calculations are for the section with controlling bending moment Section Design Forces Used V = - 14.9866 lb/ft (Computed from Loads) ML = 13746.954 lb-in./ft (Computed from Loads) P = 292.836 lb /ft at e = 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width = 32 in. Wail Width = R 11R in nn afartiva width •44 V•14611 V.V t• It I. 411 vnvv■OV VD14U11 Allowable Shearing Force = 1187.08 lb/ft The wall is adequate in shear Required As = 0.3081 in2 each reinforced cell (0.1155 in2 /ft) OK d = 3.813 in. n = 21.48 kbalanced = 0.3092 (balanced = 0.8969 k = 0.2886 j = 0.9038 Pmax (Compression) = 51253 Ibs (19219.9 Ibs /ft) OK Pmax (Tension) = 9920 Ibs (3720 Ibs /ft) OK The wall has adequate capacity. • • ••• • • • • • • • • • •. • • • • • • • • • • • • • ••• • • • • • • • • • ••• • • . t •• .• • • • • • • • • • • • • • • • • • ••• • • • • • •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• FRANCISCO CUELLO JR.,P.E.,INC. Mng Engineer <4900/ riale .340 4ta 4;1 ,,e(M ' . : . ,,2,4,'''' cos : • • : • • • • • • • • • • • • • • • • • • • SHEET NO. • • • • : 'so* : IF : 4 • • • CALCULATED BY DATE SCALE • • • • • • • • • • • • • • . • . a-eoildr • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • OOOOO • • • • • • • • • • • • • • • • 184 r La>" /0e4, • • service .km4-6034307 NEM. lg,c egg ).Tterottan, NH 0,43451 ww,r, mba,..cgr) FIsst No". 10.3'44V. 4 °d Title : THE CATE RESIDENCE Job # Dsgnr: CM ;. •; OM: 430)164,31) eV 06 Description : • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• Scope : Rev: 580009 User: KW- 0606224. Ver 5.8.0. 1- Dec-2003 Concrete (c)1983 -2003 ENERCALC Engineenn Software Description 2B -1 a17 tai r Tee Beam •� R•� •. • ••• PAS 1 • • • thecaleriesidend e.edw:C}9NWlations iTATAWNSEEZZIZEW General Information Span Depth Width 13.33 ft 12.000 in 8.000 in Beam Weight Added Internally • • ••• ••• •• • Code Ref: ACI 318- 03,•49f &Cm 1301113C,0153 ilki1rA 5000 IATTIMMEREMMIF fc - 4, ,0 psi DU,00aps 145.0 pcf 0 Pinned- Pinned • • • • • • • • • ••• •• Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term Reinforcing Reber @ Center of Beam... arwie :; ,.. c .....:. ono. a _4_: Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 8 9.50in #1 2 8 9.50 in #1 2 8 9.50 in #2 2 5 2.50 in #2 2 5 2.50 in #2 2 5 2.50 in Load Factoring ;. gym., », ,: ' f:, Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 bymvirtue of t e r references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Dead Load 1.090 k Live Load 0.360 k fa 4 Short Term k ," . „ Start 0.000 ft End 13.330 ft Span = 13.33ft, Width= 8.00in Depth = 12.00in Maximum Moment : Mu 50.49 k -ft Allowable Moment : Mn*phl 55.89 k -ft Beam Design OK Maximum Deflection - 0.5322 in Maximum Shear : Vu 13.45 k Max Reaction @ Left Allowable Shear : Vn *phi 30.61 k Max Reaction @ Right Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 2.222 4.443 6.665 8.887 11.108 Max. Spacing 4.750 4.750 4.750 4.750 4.750 4.750 Max Vu 13.455 10.182 5.091 4.970 4.970 10.061 10.31 k 10.31 k 13.330 ft 4.750 in 13.334 k Bending & Shear Force Summary Bending... Center @ Left End @ Right End Shear... Left End @ Right End Mn *Phi 55.89 k -ft 55.89 k -ft 55.89 k -ft Vn *Phi 30.61 k 30.61 k Mu, Eq. C -1 50.49 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -• 13.45 k 13.33 k Mu, Eq. C -2 Mu, Eq. C -3 23.72 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 6.32 k 6.26 k 37.87 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 10.09 k 10.00 k 4: /# Deflection Deflections... . Upward DL + [Bm Wt] 0.0000 in at DL + LL + [Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... © Left DL + [Bm Wt]] 7.909 k DL + LL + [Bm Wt] 10.309 k DL + LL + ST + [Bm Wt] 10.309 k 0.0000 ft 0.0000 ft 0.0000 ft oC� Right 7.909 k 10.309 k 10.309 k . Downward - 0.4030 in at 6.6650ft - 0.5322 in at 6.6650ft - 0.5322 in at 6.6650ft Title : THE CATE RESIDENCE Job # Dsgnr: CM : • •: Mite: 401;00164, •.1) UM 06 Description : Scope : • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• Rev: 580009 User: KW- 0606224, Ver 5,8.0, 1 -Dec-2003 Concrete Rectangu 01983-2003 ENERCALC Engineering Software Description 2B -1 ar & Tee Beam De:haffi • • Section Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced Xmax = Xbal * 0.75 a-max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 3.515 in 2.988 in 81.267 k 13.468 k - 94.800 k 5.622 in 4.217 in 4.779 in 97.493 k 19.853 k 117.346 k 1.956 in2 1.580 OK Left End 3.515 in 2.988 in 81.267 k 13.468 k - 94.800 k 5.622 in 4.217 in 4.779 in 97.493 k 19.853 k 117.346 k 1.956 in2 0.000 OK • • • • ••• ••• •• •�• ••• P•abg 2 • the oate•esilten..efev:MaNa lations • • • • •• • • • •• ••• •• • • • • • • • • • •• 3.515 in 2.988 in 81.267 k 13.468 k - 94.800 k • RI •��i i FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engi: , r - r JOB SHEET NO .• • • ••• • •. • • • • • • ••• • • • • ••:.•aF• ••.. • CALCULATED BY DATE • • • • • • • • • • • • • • • • • • • • ._.• S • ••• • • • • • • • • • • 1 Raaral Rem NESS COST - Arpflntrng service 7 $aU a427 Naas InG Ft: Przs7gR, WK G 4 rrzrOA con st. Nu' 0 14=0' 51 Title : THE CATE RESIEWNCEr • • • • • Jpb ; • Dsgnr: CM • • • • • • D5te::115AM! 2V MI R 06 Description : • • ' • • • • • • • • ••• • • • • ••• • Scope : Rev 580009 6 • User d KW60622A Ver 5.8.0, 1 Dec 2003 Concrete ectan B cd Tee bi --(c)1983-2003 ENERCALC Engineering Software Description 2B- d General Information alleggigiMP 103: =Wag Span Depth Width 13.33 ft 20.000 in 8.000 in Beam Weight Added Internally fc Fy Concrete Wt. Seismic Zone End Fixity Live Load acts with Short Term • • • • •• • • •: � • • •• • • • • •P • 1 • • • the dbresdden •eo .CaicuUJUons • Code Ref: ACI 318 - 02,`1,9971,/x3 HBO; 2�e3 NFP�I 5000 �0� psi • •• iFrizete7 60,000 psi 145.0 pcf 0 Pinned - Pinned Reinforcing Rebar Center of Beam... Reber @ Left End of Beam... Count Size 'd' from Top Count Size 'd' from Top #1 #2 2 5 17.50in 2 5 2.50 in #1 #2 2 5 17.50 in 2 5 2.50 in Reber @ Right End of Beam... Count Size 'd' from Top #1 2 5 17.50 in #2 2 5 2.50 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318 -02 C.2 Uniform Loads #1 Dead Load 0.910 k Live Load 0.210 k ZgirMWMIE Short Term k Start 0.000 ft End 13.330 ft Span = 13.33ft, Width= 8.00in Depth = 20.00in Maximum Moment : Mu 41.24 k -ft Allowable Moment : Mn *phi 46.50 k -ft Maximum Shear : Vu 9.70 k Allowable Shear : Vn *phi 35.48 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 2.222 Max. Spacing 8.750 8.750 Max Vu 9.701 8.315 4.443 Not Req'd 4.158 Beam Design OK Maximum Deflection - 0.1259 in Max Reaction @ Left Max Reaction @ Right 6.665 8.887 Not Req'd Not Req'd 4.059 4.059 11.108 8.750 8.216 8.54 k 8.54 k 13.330 ft 8.750 in 9.602 k Bending & Shear Force Summa Bending... @ Center Left End Right End Shear... @ Left End @ Right End Deflection Defections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL +[Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Mn*Phi 46.50 k -ft 46.50 k -ft 46.50 k -ft Vn *Phi 35.48 k 35.48 k Mu, Eq. C -1 41.24 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C ' 9.70 k 9.60 k Mu, Eq. C -2 30.93 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 7.28 k 7.20 k a. Mu, Eq. C -3 21.41 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 5.04 k 4.99 k „ _w. � .AWE M Upward . Downward . 0.0000 in at 0.0000 ft -0.0790 in at 6.6650ft 0.0000 in at 0.0000 ft - 0.1259 in at 6.6650ft 0.0000 in at 0.0000 ft - 0.1259 in at 6.6650ft 0 Left 7.139 k 8.539 k 8.539 k Cc� Right 7.139 k 8.539 k 8.539 k Title : THE CATE RESIIZENC6 Dsgnr: CM • • .' • • Description : • • • • • • Scope : d43#•• ate:11;25; 2:311/14R 06 • ••• • • • • • • • • • • ••• ••• • • • Rev 580009 • • • • o User KW0606224 Ver 5.8.0, 1-Dec-2003 Concrete Rectangular Tee • " • • • • ' ; p� 2 (c)1983 -2003 ENERCALC Engineering Software • • • • •the tgres�dencq�.egY:,CNcuie6ons °--1 _...7 ims' fir • Description 2B -5 • • 0.• • • • •• ••• •• • ••• • Section Analysis . .„. „ ,gym . , .. Left End RipiSt Erfd • • • •• Evaluate Moment Capacity... X : Neutral Axis a = beta * )(neutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced )(max = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.350 in 1.997 in 40.749 k 0.000 k - 40.643 k 10.357 in 7.768 in 8.804 in 134.695 k 34.999 k 169.694 k 2.828 in2 1.240 OK •• • 2.350 in 2.350 in 1.997 in 1.997 in 40.749 k 40.749 k 0.000 k 0.000 k - 40.643 k - 40.643 k 10.357 in 7.768 in 8.804 in 134.695 k 34.999 k 169.694 k 2.828 in2 0.000 OK 10.3571 in 7.768 in 8.804 in 134.695 k 34.999 k 169.694 k 2.828 in2 0.000 OK Additional Deflection Calcs it wm_ . _... ��Griuu' Neutral Axis 4.120 in (gross 5,333.33 in4 !cracked 1,232.62 in4 Elastic Modulus 3,122.0 ksi Fr= 7.5 *fc ".5 410.792 psi Z:Cracking 151.640 k/in Z:cracking > 145 : Interior Only Eff. Flange Width 8.00 in Mcr Ms:Max DL + LL R1 = (Ms:DL +LL)/Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)IMcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : # .Wz, r. 1.400 1.700 1.700 1.100 18.26 k -ft 28.45 k -ft 0.642 28.45 k -ft 0.642 2,315.818 in4 2,315.818 in4 ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor 0.750 0.900 1.300 .4" Factor for eismic 1.400 Add "I "0.9" Factor for Seismic 0.900 FRANCISCO CUELLO JR.,P.E.,INC. • uiting Engineer JOB SHEET NO. • • • ••• • • • • •• •• • z. c �,s;• • • • • • • • ••• • • • • • • ▪ • • •• • •OF• • • ••• CALCULATED BY DATE • • • • • •• • • • • • • • • • • • • �...•_.••y. •.......0— • • • • • SCALE • • • • ••• ••• • •• • •• • • • • • •• • • •• •• ••• ••• • • • • • • • • ••• • • ••r,,y •• • • • • • • • • • • • • Cofo 1. J( k " Ra?�tlgr r a+n NEM CU3T"''' "`printing service 1400- 13B5,5321 NESS mr. Peuruuroutri, NH 0346a win.nizte,,mm Reg. No G 143205774E 0 Title : THE CATE RESU EN tt • • • •' • : • job # • • Dsgnr: CM . • • DJate:•� 81;M, 1� MAR 06 Description : • • • • • • • • •: • Scope : �.. .. • • •• • • • • • •• Rev: 580000 • • • •• User: 0$08224, Ver 1-Dec-2003 Multi -Span Concrete Beam • • • ' ' : • : Pg® 1 ea ..z . i5 ,.. v ., : v - _s' .x S• • s • (01883 -2003 ENERCALC En neenng Software cite resadencRC11 G n Description RB -1 THRU RB -2 (CALCULATED USING UPLIFT AS WORST CASE SCENERIO) General Information ......' .�. wat Fy Pc 60,000.0 psi 3,000.0 psi se Spans Considered Continuous Over Supports Alai Dyad Load Factor Stirrup Fy 40,000.0 psi ACI Live Load Factor •• • • • •• ••• ••• • Code Ref: ACI 318 -0271 97•WIC,r20p32C, b3 NF'I •5000 A Concrete Member Information ',.,m Description Span ft Beam Width in Beam Depth in End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth yr RB-1 RB-1 RB-2 9.00 9.00 8.00 8.00 18.00 18.00 Pin -Pin Pin -Pin 0.621n2 0.62in2 15.50in 15.501n 0.62in2 0.62in2 2.50in 2.50in 0.62in2 0.62in2 2.50in 9.00 8.00 18.00 Pin -Pin 0.62in2 15.50in 0.62in2 2.50in 0.62in2 2.50in 2.50in 1.40 1.70 Loads Yes •.d /-ems- u,.�.w -a, Yes "': ,. i ,. ,;/�Y.a' <; �_.::. .... .1 .�..d JAB. �..' ":'!T?' .a+.= a -:Kfa rem . ' Yes , . e .-.., c Using Live Load This Span ?? Dead Load Live Load k/ft k/ft 0.520 0.520 0.520 Point #1 DL LL k k 1.110 1.040 © X ft 2.000 0.000 2.000 Point #2 DL LL k k 1.040 1.110 @ X ft 7.000 0.000 7.330 Results Beam OK Beam OK Beam OK @ Cntr k -ft 7.20 0.12 6.94 @ X = ft 3.36 4.50 5.52 Mn * Phi k -ft 40.70 40.70 40.70 Max © Left End k -ft 0.00 -7.32 -7.17 Mn * Phi k -ft 40.70 40.70 40.70 Max @ Right End k -ft -7.32 -7.17 0.00 Mn * Phi k -ft 40.70 40.70 40.70 Bending OK Bending OK Bending OK Shear © Left k 3.99 3.29 5.49 Shear @ Right k 5.57 3.26 4.07 Reactions & Deflections DL @ Left LL @Left Total © Left DL @ Right LL © Right Total © Right Max. Deflection @X= Inertia : Effective 2.85 k 0.00 k 2.85 k 6.33 k 0.00 k 6.33 in -0.006 ft 4.08 in4 3,888.00 6.33 6.25 0.00 6.33 6.25 0.00 6.25 0.001 3.36 3,888.00 0.00 6.25 2.91 0.00 2.91 -0.005 4.92 3,888.00 'Title: THE CATE RESIDENCE • • • • at, • • • Date:eiV8I:M" 1$ WAR 06 Description: •• •• • • • Dsgnr: CM • • : • • • • • ••• • • • • ••• Scope : Rev; 580000 • • • • • • • • • User. KW-0808224, Ver 5 S 0, 1-Dec-2003 Multi-Span Concrete Beam • (c)ln7?7791V-,Englneerillg ",,Ye• • the cite resideneteCticutatiens Description RB-1 THRU RB-2 (CALCULATED USING UPLIFT AS WORST CA E S NERIO) • • • • • • : 484 2 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing fil) Spacing ift A*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right Query Values loammmaa,svar 'Imanne,.• 0";es, ammm 1n2 0.220 0.220 0.220 in Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd m'maa a • • • • • •• • • • •• • • • • • • • OOOOOO am, OO .00* 1 444 • • • • • ;4452'4' Location ft 0.00 Moment k-ft 0.0 Shear k 4.0 Deflection in 0.0000 MEMWOINTraMMENMOMMISTOWNEMNMSMafmarea.Maganwafaaw PaaNiara 0.00 0.00 -7.3 -7.2 3.3 5.5 0.0000 0.0000 FRANCISCO CUELLO JR.,P.E.,INC. Mng Engineer Laris44 • JOB 10" SHEET NO DATE CALCULATED BY • • • • • • • • • • SCALE • • • • : • : • • • • • 00000 • • • • • • e • • • • • • • •• • • • • • • • • • • • ••• ••• • • Cie • • •• • • • • • • • • • • "to • • • • . • • • • • •• • • • • • • • 111 • •• op /717frAtwetw4 A /41.4::4444'6? vtz. /410 /.4,42/1 AfeW fAre • 0. a042/1" 13 ');1 s'r Geo. 5,1 3 Atf 60.41 4 Of eten.va,c).#4,0 0' OOP tedie)(6.4) ed.,* ,;•.4,-/erer, e • d e /Z209 sr 0. -20.6v • • • • • 1. • o o 0000 • oo oo o 0000 0000 • o • • • • • o • • • • • • • • • • • • • 4-6 liff,0 /9 •7 (441 al: 4). /7 ms .> the #", dv, ("010 - FMMalt, ROM NESS cusirs at printing servke t•CO-BEM.M27 Nos. ow, Pt*,4rouvt. N11 03458 vitwatebs.otoi Rel. No: 0 14.230747 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer .- • 3e ilozy 4 -f JOB • ••• • • • .•• • t• AAx�'Se�'af'Tffl�wn'�" ` e • • • • • • • • • • • • • • ••• SHEET NO. • • • • • • • • OF CALCULATED BY SCALE •• DATE 4 • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • • • •• • • • •• ••• •• • • . • • • • • • • • ••• • • • • • • • • • • • •• • • • • • • • • • • • NCISCO CUELLO Consulting Engineer Ho/ /// j/1 s® JOB • , • • • • • • SHEET NO. • • • • • • • • CALCULATED BY SCALE • • • • • • • DATE • •• • • • • • • • • • • •• •• • • • • •........•.. • • • ••• ••• • • •• • • • •• ••• • • • • • • • • • • • • • •• . • • • •• • • • • • • • • •• • • • • • ••• •• • • • •• /7 .13 //7 Ci. SX 9 257. / ao: , Rftf Lldd38 ;a' -,z; n 3P.a^.s'e Ref No 0 s.1 2c?a; "a FRANCISCO CUELLO JR.,P.E.,INC. JOB Consulting Engineer •. • ••• • • • ••• • • ._.• •. • • • • • • • ••• • • • • SHEET NO. • • • • • • OF CALCULATED BY SCALE ® 13.0!•4 / /: 25-,404; 6YCa' (4 4.3c, a .4 Rcwder Rom NESS Q USIMSf "pr nt mg service 7•804%-g-T17 !NE&s. inc. PHI,xUOm s,,, NH 0345@ wuw.netn ccm • • • • • • • • ••• • • • • • • • •• • • • • • • DATE • •• • • • •• • • • • • • • • • • • • • • • •_ ••• •• • • • • • ••• • • • • • • • • • ••• • • • • •• • • • • . •• • • • • • • • • • •• • • • • • ••• •• • •• • • ,c /N # W (, *P f41t'W 40AMS airmt 140, A4a/e04 Wei" (4):220 851414 d4)O C44 /tea. /44 - all St 21 2410 Het. MO.: G 143200748 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer JOB • ••• • • • ..• • • • • • • • • • ••• • SHEET NO. OF CALCULATED BY • • DATE • • • • • •• • • • • • • • • • • • •• • •• • • • • SCALE eV 7,r 15 r 2 • • ••• • • • • • • • • • • • • • ••• ••• • . • • • • • •. . •• • •• •• • • • • • • • • OOOOOO • • • • • •• • • • • • ••• •. 4'a•8 3< gz.79,4 7/2 4 (04,rm 4 4 ettie. Zed' Penn* From WEBS CAS 1.4'prinsfng service 141%•%141re7 NEW tn. Rutexeh off. NM 034:8 u704 netrs.c, m Ref. f3v: G 14 321 7 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer 43 A d YG� . ••• • •••• • • • • • ar • • • •' • •• •• / • JOB • • • • • • • • • • • • .•• SHEET NO • • • • • • OF CALCULATED BY SCALE • • • •DATE • • • • •• • • • • • • • • • ••• • • • • • • - _ • •_ • • • • • • •• • • • • • •._ •_ • • • •• • • • •• ••• •• • • • • •• • • ••• • • • • • • • • • . ••• •• • • /sip has ° a d _ Rmeer Rom NEBS cuff Tteprintin Service 343DO-ete343327 NEBS me. tetestaam gtt NH 03458 enrt ever e.cxxn Ret. Nor G ¶43200748 • • • • • •A• :•• "se FRANCISCO CUELLO JOB ••• • • • • • • • • • • • SHEET NO • IS. • • • OF ConsuMng Engineer • CALCULATED BY , • DATE • • • • • • • • • • • • • • SCALE 00000 • • • • • • • • • • • •• • • • • • • • • ••• ••• • • D J AID L a 4 44De, DA. 45, Zoryf, Ze04/71 05ril 4 4r1 r ass. 0 • Of ,ror:"1 /0. .44147,104; • • • • • • • • • • • • • • 000000 • 00000•• • • 000 o • o • • • • • • • • • • • • • • • • • • JAN0 #› 1.44d /24 C.az )4r eg,* 4400.2 .00 4t.aiO490rigldo,XZ-r Rocoder Prom NESS cusr:,fra'sprinting service 1.=,e82,6321 NOS: tric. Pekotemoll, NH MSG mw.steAsmen 36-.60701 4-0 -"wee 4.17; 0,1(4 Vs' Rot. No: 143200744 • FRANCISCO CUELLO JR.,P,E.,INC. Consulting Engineer JOB •• • • • • • • • • • • • • 67) ••• • • . • • • • • • • • • • • ••• SHEET NO. OF CALCULATED BY DATE • a • SCALE • • • • • • • • • • • • • • 00000 • • • • 0000 oo 00000 •• • • • ••• • • • • • ••• • • • • o :o 0 • ••• • •• 000000 • O 0000 •• • • O OOOO • • • • •• • • • • • ••• •• (4, 41,100 639 if/ zser# Reorder F1,0+11 NEBS CUST-g•WrpsitIting service 1-41C4-688-s-V7 NESS, Too. Pet Orteroor, NH 038 yogiegozes.00m .05e711 04 At d> Ref. gdo 0 glang,,7 FRANCISCO CUELLO JR.,P.E.,INC. Consulting :f A_ A-r atf-e-viA,0 4,:t.) Qo4 blir-6/.9 1,-eaoreo 38--Z e04,WW? JOB (1 • • • • • • • • • • • • • • • • • • • • - ' • • • • • • • • • • • • • • • • • • • • • • SHEET NO. OF CALCULATED BY SCALE • • DATE • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • O• • • OO • • • • • OOOOO • • • • • • • • • • • •• • • •• • 10 • • • • • • e-diXe '- 1 re* 21,,a5114 -241 Raardes f^ram NIBS CUSTMA-prInting service 1-fX0-615432? NEk it4 Petolizomuytt.1,1H 0.3438 "rom.rtiftrzgn •• • Ii • • i.. • Flat 'No: Or I 43707, FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer .1-7 Sage, Zevi gry (6---e74(9 ge a 75;r/Kor, itogr l'ep Mu? /. fps JOB • r? • • ••• • ..• • • • • • • • • • • • • • • 111 SHEET NO. • • • • • • • OF CALCULATED BY SCALE • • • • • •• • • • • • j • 00000 • • • • • • DATE • • • • • • • • • • • • • • • • • ,.. • • • • • • • • • • • • • • • • OOOOOO • • • • • • • • • • • • • • OOOOO • • • • • • • • • • • • • 41,040‘. /VI-5W 4034 ,4a414W-IMI 44* • 14) 3.4700 ir.z0° .4e gpdhoi e‘ odrVe' 3k*iir 47,514 Heorde; Rom NESS CUST”Jrprinting service 14100-(08-8;V Z. NESS Peteltamp , 0:V1-58 tav 14320r. FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer • • ••• •• ••• ••• •• •• • • • • • • • • • • • • • • • • • • • • ••• SHEET NO. OF JOB Pewee, Firm MESS CUSV —prtntIng service 7.50043384 ,:327 NEES. (nc. reavroorwrgn. N4H 0345e :a .nrk'xi mn Per. P&a i 543M74 Title ►t .�. Descrilation Scope : Re MOOS User KW- 0606224, Ver 5.8.0, 1- Dec -2003 (c11983 -2003 ENERCALC Engineerin Software crption GROUND FLOOR JOISTS ••• • • • ••• •• •. • • • bat e••1o:o114M,•28 MAR 06 • • • • • • • • • '• • ••• • • • ••• • • • • • • •--. • • • •••.• • • • ••• • • •• • • • •• ••• ••e • • • • • • • • ;ode Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NF'''A fl. flay spbwages are ter defmed ormcsicial 'Tinter Sitetkel 2x12 Bourn Wkith in 1.500 Beam Depth 11.250 Le: Unbraced Length 6.58 Timber Grade Scutum Floe, Not 2 -4 Thick, Fb - Basic Allow 975.0 Fv- Basic Mow psi 175.0 Elastic Modules 1,600.0 Load Duration Factor 1.000 Member Type ManuWine Repetitive Status Repetitive Dead Load Litre Load Xl fb : Actual Fb : Allowable �:At i Fv : Allowable Left !Frei DL LL DL+LL se Right End P1 LL DL +LL ft Psi psi pal psl 13.17 40.00 53.20 24.25 6.58 766.4 947.4 Beading OK 47.1 175.0 Shear OK lbs 263.40 lbe 350.32 be 613.72 bs X3.40 lbs 350.32 bs 613.72 d Centre LL Deft Weft Raba Center Total Defl LoOation L/Defl Ratio In Ratio OK 4098 1',x.2 -0.126 1,2 .8 -0.222 6.585 713.4 Title : Demi ftcoPe Timber Beam & Joie GROUND FLOOR JOISTS Ti r M r in • • •• •• • • • • • • • • • ••• • • • ••• • • • • 9:51AM,•• 28 AJAR 06 • • • • ••• • • • • ••• • • • . •• ••• •• .• •• • •. on Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NP9A . e • • • • • are her defined • Timber Section Beam Width Bearn Depth Le: Unbraced Length Timber Grade Fb- Fv - Basic Allow Bostic Loral Dunation Factor Member T Repettive Con ter _:.:. f D 42&&?&ANAMOOPIANCOMOVAPOINO. 2. AY _ 2x10 1.500 9.250 6.58 Southern Rine, No2 2 -4 'ndd, 1,050.0 175.0 1,600.0 1.000 Manuf/Pine Repeditive Sean ft 13.17 Dead Load elft 30.00 Live Load filift 40.00 Results Ratio = 0.7904 Mmax Center X fb : Aotuai Fb: Ahowable fv : Actual Fv le Left End DL LL Max. DL. +Li, Right End DL LL Max. DL+LL irt-k ft psi 8is the ibs ibs lbs lin 18.21 6.58 851.4 1,077.2 te„ dtns ox 44.3 175.0 Shear OK Defl LOB Rte► Ceti LL . L/Den Ratio Center Taal Deft Location Leff Ratio in in ft 197.55 263.40 460.95 197.55 263.40 460.95 Ratio OK -0:128 1,231.9 -0.171 923.9 -0.299 6.585 528.0 • • •• • • • • • • • • • • • • • •• • • • • • • ••• • • • • • • • yob # • • •91110: 18:31AM• 28 MAR 06 Scope : • • • • • • • • • • • • • • • Rev- 580005 User KW-0608224, Ver 510. 1-Des-2003 983-2003 ENERCALC pt • • • , Timber Column Design: : • • • • • • • • • ***** • • • • • • • •ote caDn Ark&eigg.X.0 JO/ Ag§§§§§§§§§0BM:V.X.MEMONN.UMW...OP: GROUND FLOOR STUD WALL onsa •• • • • • • to. • •• • *** • • de Ret. 1997/2001 NOS, 2000/2003 IBC, 2003 f4rt4100)). dasIbeallowabies air user defined MOM& 4....M.,300403V Wood Secon Redangu tar Colonel Coaxal Depth Width (along y-y axis) (along x-x aids) Unbraced length for 'ty axis sideways Unbraced length for "x-x axis sideways deflection Lu )0( for Bending 2x4 3.50 in 1.50 in 11.83 ft 5.92 ft 11.83 ft Load Durgin Factor Fc Fb 1. 1.00 1,850.00 psi 1,700.00 psi E - Elastic Modulus 1,700 ksi Southern Pine, No.2 Dense 2-4 Loads .1 Wat NNOtA.W.(49:0 /e0a5MPRag § § § § &dal Load Eccentritfty 0.000in 2A9/ . ......:(e7AggffS(/... F 559.00 ffos 1. 559.00 Stt Tenn Load AfiX7.11f1 "life • , asszs; ,,,,,r3paro'efrg Using : 2x4, Width= ft : Compression Fc : Allowable tor :Flexural Pbx : Allowable Interaction Value 1.50in, Depth= 3.50in, Total Column Ht= 11.83ft + Li. DL + LL +ST 212.95 psi 212.95 psi 221.36 psi 221.36 psi 0.00 psi 1,437.97 psi 0.9620 0.00 psi 1,437.97 psi 0.91120 Column OK DL + ST 106.48 psi 221.360 0.00 psi 1,437.97 psi 0.4810 Stress s APAINgrAv ...e..01SAMIOre.07.4074W Pc: X-X Fc Y-Y Pc: Allowable Pc:Allow* Load Dur Fedor Pbx Pbx * Load Duration Factor 221.36 psi 298.52 psi 221.36 psi 221.36 psi 1,437.97 psi 1,437.97 psi For Bending Stress Cabs- Max Mu Id Le : Bending 0-11-XX ° NDS Table 3.3.3 facia) Rb : (Le d /1/2) 4.5 Min. MOW / d Cteending For Mal Stress Cates_ Cf : Axial X-X k Lu / d An Y-Y k Lu / d 50.00 21.77 ft 20.157 11.00 1.000 1.000 47.36 40.56 • M FRANCISCO CUELLO JR,,PLEL,INC. suiting Engin JOB 70 • • • • .•• • • • • • .. • • • „• ♦ • • • • • • • • • • • • • ••• • • • • ••• SHEET NO. OF FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer t9r JOB so:. el • ••:• .6:: • • • 21; • • • so • ••• ••• • • • SHEET NO. • • • • • OF. ••. CALCULATED BY SCALE • DATE. a • • • • • • • • • • • • • • • • •- • • • • • • • • • •• • • • • 0 ••• ••• • • II* • • • •• •• • •• • • • • • • • •• 9. • •• •• • • • •• • • • • • • • • • • • • • • 1 4;jr. • • /a. . 49,4q41 ) korder Rem NESS 01314,4,1'printing service 141(14)-603+Wr NERS, H OMB vevaisirbS a2.3, 3V 4P, ia 43 ' • 40 • • 1- .• • • , • .• 1 • ..,' Ref. tau. Ci $43211074: BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 h AUB 1. 6 2001 AVV Permit No. 17 101 —I -US PERMIT APPLICATION 1 Master Permit No. ,esC- oL(—off -9Y7 FBC 2004 Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) `/y% 476C-- 4 57ree9c 0Phone # 7 A.. ( ,c ecrc 4 V tto V Owner's Address 3os- 719-70 yr City #or(( /34y %%ill State �C Zip 3 j/ f/- '/Oc N/4- Tenant /Lessee Name Phone # E -MAIL: Job Address (where the work is being done) 6/9s. /re er City Miami Shores Village County Miami -Dade Zip 3 3 /3 FOLIO / PARCEL # Is Building Historically Designated Contractor's Company Name YES NO >C 6/SE' '40**,1, 607 leve (94 Contractor's Address .2 OP- 1. 64 City 176 / /yc4/00d Phone # 3oS- 2 /(-9z. ?6 State Zip 3302 -0 Qualifier Name ,es$ 6 eon /o c2Q 37 • Phone # 3os 2/6 --927 State Certificate or Registration No. 0 FC Ciyq,?. S—"(o Certificate of Competency No. E -MAIL: Architect /Engineer's Name (if applicable) Phone # Value of Work For this Permit $ .$c Square / Linear Footage Of Work: Type of Work: ❑Addition /� ['Alteration / gNew Describe Work: /PW C rss . te `t S %c% (7e? e61 ❑ Repair /Replace ❑ Demolition � ► f'ch {N 570/6 6 6012446f2- ** ** * * ** **** * ** * ** * * * **** * * ***** * * * ** Fees* ***** ****** ** * * *** * *** * * * ** * ** ** * * * ** * * *** Submittal Fee $ Permit Fee $ Notary $ 5•.00 Scanning $ U' 00 /7o Training /Education Fee $ 0'09-0 Radon $ DPBR $ Bond $ Code Enforcement $ Structural Review. $ CCF$ to •• co. •s i Technolo Double Fee $ Total Fee IVII IVIr r a ?PVILLAGE See Reverse side Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF' COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of 6 , 2007, by ll`te / Askf0irC/ who is perso ally known to me or who has produced NOTARY PUBLI Sign: Print: Contractor The foregoing instrument was acknowledged before me this 9' day of , 20 09, by �UO'(Y (tc✓icee f` As identification and who did . Dh. �/ �yc0\tL��o�vc1 who is personally known to me or who has produced 1-570 as identification and who did an o NOTARY PUBLIC: �,$),$` My Commission Expires: * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY (Revised 02/08/06) Sign: Print: ffigPIZA My Commission Expire a >F ter 5 7-0 7 Plans Examiner Engineer Zoning Engineering Cover Sheet Job# 07010395 Date: 2/8 /2007 This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. ngineer of Truss Design Package John A. liter, RE FL Reg. Eng. No. 36205 3320 Paddock Road Weston, FL 33331 (954) 600-7123 rOMEWM1 Project Name: Building Authority: Design Load: I Building Code: 1 Software Used: 007 ANDY HOWARD, THE CAT BY:o MIAMI SHORES,FL. 60 PSF / 146 MPH FBC 2004 / ASCE 7/02 Alpine View 7.26.0608.21 • • a • •••••• pc 04° 06 2'40 •••• •• •• • • • • • • • • •• • SHOP DRAWING DOCUMENT REVIEW These documents have been reviewed for conformance with the design concept aad intent and er:.? compliacce with the contract documents. The contractor is responsible fcr confirminz correcting ail' quant ties and dimensions, fabrication and construction methods and dinatien c.; this trade with all other applicable trades. •••• • • •••• •• • • • • • • •• • • • • • •• • • • • • • •• • • • • • • • • • •••• • • •••• • ••• • • • • •• NO EXCEPTION TAKEN MAKE CORRECTIONS INDICATED ❑ REaECs ED/.RESUEMIT lawnwpoommuminhui FRANCISCO CUELLO .GP., P.E., INC. CONSULTING ENGINEER Page 1 of 4 Engineering Cover Sheet Job# 07010395 Date: 2/8/2007 Page Truss ID Profile Date 1 HG81 2 i HG81A 3 H101 4 'TG1 5 MH141 6 MH141A 7 M1 8 M1B 9 M1AX 10 FTG1�� • r 11 T2 • • - • ■ •••• • 12 M2 • • • •••• 13 M2A • • tr. • ..• • • 14 TG2 _ .., .-.,,.11111V,Will..., • • • /fir__ • S • • •••• • ::::; 15 MG2 •• • • 16 FG2 = { _.,, 17 S2 18 T3A /" 19 T3B 20 T3C 21 S14 - 7 22 S16 „ ■i mss.. -r Page 2 of 4 •• • • •• • • • • •• • • •• •• • • Engineering Cover Sheet Job# 07010395 Date: 218!2007 Page Truss ID Profile Date 23 S18 24 ; S20 25 TG3 ‘1M6.-`I 26 I TG4 27 JG8 / 'G 28 J8 29 J8A 30 J8B 31 J8C 32 J8CA ••.• 33 J6 • �•••• •••I 34 J6A • •••, •••• •• • • • - • • • 35 J6C n • • ••• • ••• •• ••' • 36 J4 • • • • • •••• ••• •37 J4A 1 o � •.. • .•. • • • • .. 38 J4C � 39 J2 40 CJ94 j 41 CJ8 42 V4 43 V8 44 MV4 Page 3 of 4 •. • • •• • • • • • •• • ••• • ••• • Engineering Cover Sheet Job# 07010395 Date: 2/8/2007 Page Truss ID Profile Date 45 MV2 46 V3 � ^I 47 V6 48 V9 �/�7, �I 'a, 49 V12 (:... ti 50 rte-' 51 ' FT1A 52 FT2 1' 7 53 FTG2 Page 4 of 4 •••• • • • • •••• • ••• •• • • • •• • • • • • • • •• • • • •••• •• • • • • • • • • •••• • •• • • • • •• •• • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • - • • • • • Job :(07010395) ,ANDY HOWARD, THE CATE RES / HG81 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x6 SP #2 :T1 2x4 SP #2 N: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W1, W14 2x6 SP #2: :W2 2x4 SP #2: :W13 2x4 SP #1: SPECIAL LOADS (LUMBER DUR.FRC. =1.33 / PLATE DUR.FRC. @1.00) TC - From 102 PLF at -0.15 to 102 PLF at 7.93 TC - From 170 PLF at 7.93 to 170 PLF at 37.67 BC`- From 20 PLF at -0.05 to 20 PLF at 8.00 BC - From 45 PLF at 8.00 to 45 PLF at 37.67 TC - 378 LB Cono. Load at 8.00 BC - 259 LB Cono. Load at 8.00 DeFleotion meets L/360 live and L/240 total load. f 9 8'0 "10 182'0 "10 4 c 1 3'1 "14 3X4( s 378# • 2 Camp" I ate .T( sses Required •• •• • • • •• •• • • • • • • • • • •. • • Ni n 1 sng €checlu l e : • ( d, ggox_or_Gun_ CO. 128 "x3.25 ", _n l n. ) sa l l sl • TOp•i ttortl:•1 *Row •0 .00" o.o. Bot Chord: 1 Row 012.00" o.o. Webs : 1 Row 0 4" o.o. Use equal spacing LLetwg ra rows and stagger nails • • •I•n eacP oyl•to av4 %jspIStttng. • • • • 1/16•mpF. wind, 26.50•ft: mean hggt RSCE 7 -02 CLOSED bldg, not I000ted within 4.50 • • • •mot Proin•roc3�•edge, •JAT•II, EXP C, wInd TC 0L =5.0 psf, wind BC OL =5.0 psf. Components and cladding wind pressures oonsldered for uplift oallouts. ••R,gf:t end vcrtiggl• noi'•exposed to wind pressure. •••I:•:Ie� .:f *�et:u:i*ural•panels use purl ins to brace TC 0 24" OC. • ••••�• �8 liQO'�I�t$•c lrptron factor used. * * * ** 2X4 7X: 3X6 1 08 29'8" 29'8" 5X10 4X10 2X8 1 3'1 "131'114 o 5 8 N 8'0 "10 35'8" 37'8 "10 1.5X4 Rv =4184# U =3359# W =8" LEFT JIG = 8'7 "3 TAG = T82 ALT': TYP. -WAVE MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -6261 259# 29'8" FBC /TPI2002CSTO) Cq /RT =1.00 U.25) /10C 0) OTY= 1 PLIES= 2 TOTAL= 2 **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS,'. SUUNLESSOOTHERWISE' INDICATED9) TOP FOR CHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2 Rv =3825# U =3071# FIT t82007 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 W=8" RIGHT JIG = 29'10" SEO = 77266 REV. 7.26.0608.21 SCALE = 0.1875 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.Op8F 0.0psF 60 OpsF REF DATE 02 -08 -2007 DRWG 0/R LEN. 370800 DUR.FAC. 1 33 SPACING 24.0 TYPE HIPS Job :(07010395) ,ANDY HOWARD, THE CATE RES / HG81A THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 SP #2 N :T2, T5 T6 2x6 SP #2: Bot ohord 2x6 SP #1 :B1 2x6 SP #2: Webs 2x4 SP #3 :W1, W16 2x6 SP #2: :W15 2x4 SP #2: :Lf Splice Blook 2x4 SP #3: SPEC TC - TC«- TC - BC - BC - BC - IRL LORDS (LUMBER OUR.FAC. =1.33 / PLATE DUR.FRC. From 102 PLF at -0.15 to 102 PLF at From 136 PLF at 7.93 to 136 PLF of From 94 PLF at- 8.00 to 94 PLF of From 170 PLF at 16.79 to 170 PLF at From 20 PLF of -0.05 to 20 PLF at From 33 PLF of 16.79 to 33 PLF at From 45 PLF at 16.82 to 45 PLF at 1629 LB Cono. Load at 16.79 1.00 plate duration footor used. * * * ** 00 N- 3'1'14 00 3X4( 5 "14 1 L' A 1'2 4 '6 0 "10 Rv =3972# LEFT JIG = 8'7 "3 TAG = T84 PLT.- TYP. -WAVE =1.00) 7.93 8.00 16.79 37.67 16.79 16.82 37.67 CO : • �•m� ' ,l ete .T .isses Required •• •• • • •• •• • • • • • • • • • • • Noi I __Iiigg SbohedUle: •(12:1..,Box_or_Gun_(0.128 "x3.25 ",_min.).Jtai Is) • TepletiCrd: •1 Row X1.2.00" o.o. Bot Chord: 1 Row 1112.00" o.c. Webs : 1 Row ® 4" o.c. Use equal spacing betty 3qry rows and stagger nails • •• •Si enor•�oWi�o nvgid•s� fitting. 46 Mph•windi, 26.50 Ft•mean hat, ASCE 7-02, CLOSED bldg, not located within 4.50 • t Pro . roof• edge, • �}9T iI I , EXP C, wind TC OL=5. 0 psf , wind BC DL =5.0 psf . Imee ipso off. Components and cladding wind pressures considered for uplift oallouts. • i v gh� a �d , t i vel• not •exposed to wind pressure. • • IrL •I =ey. of IltqugturaT •pone l s use pur l I ns to brooe TC CI 24" OC. • • • • • •• • • •••De'lso ►idh �ettiV`3�(�,•I Ive and L/240 total load. • • • • • 3X5 10' 5X 3X4 3X4 5X12 27' 19'8" H0610 4X5 3X4 3X7 T5 5X 5X8 T6 2X8 161-p 3' 1"14N- 00 5 II N 1.5X4 .X9 U =3189# W =8" 18'10 "2 35'8" 37'8 "10 1629# 20'10"8 FBC /TPI2002(STO) Cq /RT =1.00(1.25)/10( 0) OTY= 1 PLIES= 2 TOTAL= 2 Rv =4137# FEB 0 8 2007 U =3322# W =8" RIGHT JIG = 19'11" SE0 = 77271 REV. 7 26.0608.21 SCALE =0.1875 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL33168 (306) 883 -6261 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND ATBRACING. NSTITUTE, 583TD'ONOFRIO(OR. INSTALLING AND MADISON, WI. 5371S)) PUBLISHED PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK RORO WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR . FAC 1 .33 SPACING 24 0 30.0psf 20.0psF' 10.0psP O.Opsf 60.0psf REF DATE 02-08 -2007 DRWG 0/A LEN, 370800 let TYPE HIPS Job: (07010395) ,ANDY HOWARD, THE CATE RES / H101 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTEO BY TRUSS MFR Top chord 2x4 SP #2 :T1, T5 2x4 SP #2 N: • IU{6•A(lh wlnd,•••26 40 •fr• mean hat ASCE 7 -02 CLOSED bldg, not located within 4.50 Bot chord 2x4 SP #2 N :..9. Flom 'oOF •edeb. C II, EXP C, wind TC IrJL=5.0 psf, wind BC DLm3.0 psP. Webs 2x4 SP #3 :L1 Splioe Block 2x4 SP #3::Rt Spline Block 2x4 SP #3: • Componen1s•and oI ddirB wind pressures considered for uplift oollouts. • • •••. • • • • • (R) 2x6 #3 or better "T" brooe. BOX length of web member. Attach with 16d Box or Right end vertical not exposed to wind pressure. Gun (0.135 "x3.5 ",min.lnails 0 6" OC. In l i eu• of struotura l �rmrje l s use purl i ns to brace TC ® 24" OC. Deflection meets L/360 live and L/240 total load. • • • • • *1 *1* •.. p0 •p'I atQ c�urnt i sn Factor used. * * * ** • • • • • • • • • • • • • •. • • • • • ••• ••• ••• • • 10'0 "10 12 4 V- 1 3'9 "14 1.5 3X4 5 "14 '- Rv =2470# • 00 • • • •• ••• •• • • • • • •• • • • • • ••• •• • 27' 5X6 3X4 TS 5X1 3X4 .5X4 3X6 / 08 X 0 3 5 7X CA) o S X8 t N 6 LEFT JIG = 10'8 "8 TAG_= T83 PLT. TYP. -WAVE U =1819# W =8" 7 35'8" 37'8 "10 1 5X4 4X5 2-16 FBC /TPI2002 (STD) Cq /RT "1 .00 (1.25) /10 ( 0) QTY= 2 TOTAL= 2 ro 1 3'9 "14 (Y, m1 ro Rv =2138# U =1503# W =8" FEB 0 6 2007 RIGHT JIG = 3'10 "9 REV. 7.26.0608.21 SCALE =0.1875 MARTINEZ TRUSS 00.,1N0 _ 9280 N.W. South River Dr. Medley, FL33166 (306) 883 -6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, , SHIPPING INSTALLING AND BRACING: REFER TO HIB -91 (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS PRIOR TO6PERFORMING3THESEOFUNCTIIONS. SUUNLESSOOTHERWISE,INOICATEO9 ) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGR ASTM R653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILOING IS THE RESPONSIBILITY OF HE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC. 30.Opsf' 20.0psf 10.OpsE' 0.0psf 60.0psf 1.33 REF DATE 02 -08 -2007 ORWG 0/A LEN. 370800 SPACING 24.0" TYPE HIPS Jobl(07010395) ,ANDY HOWARD, THE CATE RES / TG1 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTEO 8Y TRUSS MFR. Top ohord 2x6 SP #2 Bot chord 2x6 SP #1 Webs 2x4 SP #3 :W1, W19 2x6 SP #2: :W2,-W17 2x4 SP #2 N: :W7, W15 2x8 SP #2: SPECIAL LOADS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FRC TC - From 102 PLF at -0.15 to 102 PLF o 8C -`From 20 PLF at -0.00 to 20 PLF a BC - From 290 PLF at 15.13 to 290 PLF o BC - From 20 PLF at 31.88 to 20 PLF a BC - 6726 L8 Cono. Load at 15.13 BC - 5326 LB Cono. Load at 31.88 .=1.00) t 37.67 t 15.13 t 31.88 t 37.67 (A) 2x6 #3 or better "T" brace. 80X length of web member. with 16d Box or Gun (0.135 "x3.5 ",min.)nails 0 6" 0C. Oefleotion meets L/360 live and L/240 total load. * * * ** 1.00 pinta duration factor used. * * * ** Rv =9492# 12' 12 4 PP- 7X Wl j N �1 12 H0510 .2 .s,orop l.et(;• Fr uses Reciu i red • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • Noiring Sohedule: (1 2d1Box_ or_ Gun_C0.128 "x3.25',_min.)_nalls) Top Chord.: 1 Row 012.00" o.o. Bot Chord: 1 Row 0 3.25" o.o. Welds 1 Raw 0 61" .*sox • • *Repeat n• l MI rug• as eabh• I a is applied. Use equal spao i n • • betdeetl roils a :d Rto g$r • Fr o I I s I n eaoh row to ovoid sp I i t T • •• (k )• 1 pUtee(es•requiee peolol positioning. Refer to spa for special positioning requirements. Ing. led plote plot details Attach to each web PIY 146 mph wind., 26.50 ft mean hot RSCE 7 -02 CLOSED bldg, not looated within 4.50 gib F`oo rcaof edge,• CAT ib, EXP ), wind TC I)JL =5.0 per, wind BC OL =3.0 per. • • • • • • 6 • • B cim hInee lhnel•d 14d'd i ng •4I nd pressures oons i dared For uplift oa I I outs . •Qr•.a.�.. . ght •n war leaf. rtt. xposed to wind pressure. In lieu of structural panels use purlins to braoe TC 0 24" OC. ** The maximum concentrated load Is 6726# ** 23'. 4X5 (R) 3X5 - 6 15'1 "8 U =6342# W =8" LEFT JIG = 12'9 "12 TAG _r T96 PLT. TYP. -WAVE MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr, Medley, FL 33188 (305)883.8281 37'8" 4X4 (R) 6726# 16'9" FBC /TPI2002 (STO) Cq /RT =1.00 (1.251 /10 ( 0) OTY= 2 PLIES= 3 TOTAL= 6 6 8(R) H 5"9"8--.-1 5326# Rv =11684# U =7807# W =8" FEB 0 B 2007 RIGHT JIG = 5'2 "11 SEC] = 77278 REV. 7.26.0608.21 SCALE =0.1875 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, , HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING RNO BRACING), (PUBLISHED BY TPI (TRUSS PLATE TOSPERFORMING3THESEOFUNCTIONS .SUUNLESSOOTHERWISE INOICRTE09) TOP FOR CHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1.1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT, ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC OL BC DL BC LL TOT.LD. OUR.FAC. 30.0psf 20.0psf 10.0psF' O.OpsF' 60.0psf 1.33 REF DATE 02 -08 -2007 DRWG 0/A LEN. 370800 SPACING 24.0" TYPE HIPS Job:(07010395) ,ANDY HOWARD, THE CATE RES / MH141 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of struotural panels use purlins to brace TC 11 24" 0C. Deflection meets L/360 live and L/240 total load. 2X4 (Al) 5 14 3X6 12 4 V 14' w 146 s. wind,• 26.90 f •mean hqt RSCE 7 -02 CLOSED bldg, not located within 4.50 �••Ft frbm Po �US�y CR'; II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psP. • Campo�ents arod claddIAq wind pressures considered For uplift oallouts. • • w•• • • • • •• Right end vertical not exposed to wind pressure. • • • • • • • • • • 3X4 3X5 * * * ** 1.00 plate duration Factor used. • • • • •e• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• ••• ••• • • •• - • • • • • • • • •• ••• • .•••• • • . • • • • •• • • • • • ••• •• 3X4 2X8 3X4 3X5 II� Rv =1f]85# U =769# W =8" LEFT JIG = 14'11" TAG T21 PLT. TYP. -WAVE 15' 13' FBC /TPI2002(STO) Cq /RT ®1.00(1.25) /10( 0) CITY= 2 TOTAL= 2 In In 4X6 (R)' Rv =747# U =619# FIB 082007 ** * ** RIGHT JIG = 5'3" . SEC] = 77374 REV. 7.26.0608.21 SCALE =0.3750 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND PLATE INSTITUTE, 583TD'ONOFRIO(OR, INSTALLING MADISON, WI. 93719)) PUBLISHED TPI RACTICESS PROPERLY ATTACHEDNSTRUCTURALNPANELS UNLESS SHALLLIHAVEDA HAVE CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FRBRICRTING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RNO TPI. ALPINE CONNECTORS ARE MADE OF 200R RSTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEIRL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSI ILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2 JOHN R. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 838205 3320 PADDOCK RORO WESTON, FL 33331 TC LL 30.OpsF' TC DL 20.Opsf BC DL 10.OpsF' BC LL O.Opsf TOT.LD. 60.OpsF DUR . FAC . 1.33 REF DATE 02-08 -2007 DRWG 0/A LEN. 15 SPACING 24.0" TYPE COMN Job: (07010395) ,ANDY HOWARD THE CATE RES / MH141A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 End vertiocls not exposed to wind pressure. Defleotion meets L/360 live and L/240 total load. LI ) T cr) N 4'8' 4 12 3X5 2X8 1 3X6 OMMI ■ lill y nu 5'8' Rv =346# U =32# W=85'8" LEFT JIG = 6'11 "7 TAG _= T86 PLT. TYP. -WAVE 4X6 CR)' Rv =346# U =539# • 1O6 w'' • 26 y 1:0 I'�•mean hot RSCE 7 -02 CLOSED bldg, not l000ted within 4.50 :••1t fl pm �o ge,• CR II, EXP C, wind TC t']L =5.0 psP, wind BC DL -5.0 peP. C®mpanenbs and oldtldIIg wind pressures oonsldered For uplIFt ooIlouts. • • • •• • • • • •• In lieu of struoturol panels use purlins to brace TC 0 24" OC. * * * ** • • • • • • • • • • • • • • • • • •• 1 00 plate durot Ooj faotor used. ** * ** • • •• • • • • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • • • • e • • • • ••• •• • • • • • • •• • • • • • ••• •• FBC /TPI2002 (STD) Cq /RT =1.00 (1.25) /10 ( 0) QTY= 2 TOTAL= 2 FEB g 20017 RIGHT SJIG = = 80383 REV. 7.26.0608.21 SCALE = 0.3750 MARTINEZ TRUSS CO., INC. _9280 N.W. South River Dr. Medley, FL 33166 (305) 883 -6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING RND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, TOPRCHORDTSHALLCHAAVES PROPERLY ATTACHED STRUCTURAL PRNELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FRBRICRTING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. OESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 200A RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsE 20.0psf 10.0psE 0.0psF' 60.OpsE REF DATE 02 -08 -2007 DRWG 0/A LEN. 50800 DUR . FAC . 1.33 SPACING 24.0" TYPE COMN Job: C07010395) ,ANDY HOWARD, THE CATE RES / MI THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 In -lieu of struotural panels use purllns to braoe TC ® 24" OC. Deflection meets L/360 Ilve and L/240 total load. 15'0 "10 • 1Y6 wPnd,•26ib 4'mean hgt ASCE 7 -02 CLOSED bldg, not located within 4.50 .•••t' fr m �oq' P ge,. CA; II, EXP C, wind TC DL =5.0 psf, wind BC DL =3.0 psf. • Comporenis iand oldlide% wind pressures considered for uplift oallouts. • • ••• • • • • • • Right end vertical not exposed to wind pressure. *••* *•r* 1.00 plate durst l or• footor used. ** ** • • • • • • • • ••• •• • • • • • • • • • • • • • • • • • • • • • • ••• ••• •• • • • •• • • • •• ••• •• • • • • • • • •. • • • • • ••l •• 2'0"10 1.5X4 Rv= 1393# U =802# W =8" LEFT JIG = 15'11 "11 TAG_= T48 PLT. TYP.-WAVE 3X5 13' 15'0"10 3X4 FBC /TPI2002 CSTO) Cq /RT -1.00 (1.251 /10 C 0) OTY= 5 TOTAL= 5 4X6 CR) Rv =746# U =654# FEBfl82007 N RIGHT JIG = 15'1 "13 SEO = 80347 REV. 7.26.0608.21 SCALE =0.3750 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -6261 • *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE PRIOR TOSPERFORMING3THHESEOFUNCTDIONB .SUUNLESSOOTHERWISE INDICATED9) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �i PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 ECTIDN 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 536205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.0psE O.Opsf 60.OpsF REF DATE 02 -08 -2007 DRWG 0/A LEN. 15 OUR.FAC. 1 33 SPACING 24.0" TYPE COMN Job :(07010395) ,ANDY HOWARD, THE CATE RES / MIB THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Sot ohord 2x4 SP #2 N Webs 2x4 SP #3 End verticals not exposed to wind pressure. DeFleotlon meets L/360 live and L/240 total Toad. SID in Lf) Rv =346# 12 4 X4 F4 U =216# W =8" TAG, = JIG T05 7'9 "4 PLT. TYP. -WAVE 4X6 (R)' it 3"8 in L() Rv =346# U =526# s 1 6►, yiRT,d, :i6•] t #•mean hot ASCE 7-02 CLOSED bids, not l000ted within 4.50 re.: Fr m •o *age,. CAI II, EXP (t, wind TC 0L =5.0 psf, wind BC DL -.3.0 psF. • C .mposi•en*s ibnt oIa�d'Zg wind pressures oonsidared For uplift oaIIouts. In lieu of struoturol panels use puriins to brace TC El 24" OC. * * *i*• 1.00 plate ducatior•footor used. ** * ** • • • • • • • • • • 464. • • • • • • • • • • • • • • • • • • • • • • • •. • • • • • • ••• ••• Soo • • •• • • • •• ••• •• • • • •: • • • • • • • • • • • • • •• • • • • • ••• •• FBC /TPI2002 CSTD) Cq /RT =1.00 Cl .253 /10 C 0) OTY= 5 TOTAL= 5 FEB 0 8 2007 RIGHT JIG = 6'8 "9 SEC = 80372 REV. 7 26.0608.21 SCALE = 0.3750 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. • Medley, FL33166 (306) 883-6261 * *WARNING*• TRUSSES REOUIRE EXTREME CARE IN FABRICATING,( HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PLATE INSTITUTE, 583 FUNCTIIONS .SUUNLESSOOTHERWISE'INDICATED, TOP CHORD PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTRLLRTION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY OEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDR #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR FAC. 30.OpsF 20.OpsF' 10.OpsE D.DpsF 60.Dpsf 1.33 REF DATE 02 -08 -2007 ORWG 0/A LEN. 50800 SPACING 24.0" TYPE COMN Job: (07010395) ,ANDY HOWARD, THE CATE RES / MIAX THIS.OWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONSISUBMITTED BY TRUSS MFR. Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purlins to brace TC 0 24" OC. Deflection meets L/360 live and L/240 total load. • 146 Ihr i'h ,• 6 ?neon hat, ASCE 7 -02, PART. ENC. bldg, Located anywhere to ••� c;of,•CR; I;fe)t,, *tnd TC OL=5.0 per, wind BC DL =3.0 per. • Carnpomeni %n* olarJd1f wind pressures considered for uplift oollouts. • • •••. • • • Right end vertical not exposed to wind pressure. * * * ** 1.00 pate duwattep1•faotor used. * * * ** • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••.• ••• ••• •• • • • • • • •• • • • 3X5 • • • • • • • • • • • • •• ••• 00 • • • • • ••• •• • • • 2'0 "10 LEFT JIG = 10'8 "8 PLT. TYP.-WAVE 4X4 Rv =859# U =1202# W 1P,'IF 10 Rv =369# FBC /TPI2002 (STO) Cq /RT =1.00 (1.25) /10 ( 0) OTY= 11 TOTAL= 11 3X4 (R) U =816 W =8" FFR " R '"n7 RIGHT JIG = 10'1 "14 SEC) = 79930 REV. '7.26.0608.21 SCALE =0.5000 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. Medley, FL 33166 (306)883.6261 • *WARNING*• TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -91 (HANOLING INSTRLLING ANO BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS, '.SUUNLESSOOTHERWISE INDICATED, TOPRCHORO SAFETY SHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT *, FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING' HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF'20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 436205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.OpsE IO.Opsf O.OpsF 60.Opsf REF DATE 02 -08 -2007 DRWG 0/R LEN. 10 DUR.FAC. 1.33 SPACING 24.0" TYPE MONO Job :(07010395) ,ANDY HOWARD, THE CATE RES / FTGI THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONSISUBMITTED BY TRUSS MFR. Top ohord 2x6 SP #2 Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W1, WS 2x6 SP #2: :W2, W8 2x4 SP #2 N: SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.00) TC - From 375 PLF at 0.00 to 375 PLF at 16.00 BC„- From 355 PLF at 0.00 to 355 PLF at 16.00 BC - 328 LB Cono. Load at 6.00, 12.00 End verticals not exposed to wind pressure. In lieu of struotural panels use purlins to brace TC 0 24" OC. Truss must be installed as shown with top chord up. The TC of this truss shall be braoed with attached spans at 24" structural sheathing. �• ?: @rtnp••etp •Tr ases Reciu i red • • • ,•••• • • • • N4J p! 5lo lihed•Ie: 110i6Box_or_Gun_(0.128 "x3.25 ",.j in.lsni Is) Top Chord: 1 Row 0 8.50" o.o. Bot Chord: 1 Row 0 7.50" o.o. Webs : 1 Row 0 4" o.o. • Wise equal ei v;splton and stagger nails I s •• rbw=o oosdple9 fib • •.6 fmrph • w noGi A25 OiT e q t 6, RS d 7 T0 2 LS ED p I , dg , nnB C I cn3d • .f within 4.50 psf. Components and cladding wind pressures considered for uplift onllouts. ••(Ri ax4 #3 s. beM'Mer '•f•' braoe. 80X length of web member. Attach to each web ply OC in lieu of • • wIt1;:18� go: of �,�n J,135 "x3.5 ",min.)nai Is ® 6" OC. =`)e:14o1 oD t40s:L /360 :Ive and L/240 total Toad. •• • • • • ••• •• e * * ** 1.00 pl• ate durotion Factor used. * * * ** 2X8 H1015 H0508 16' 2X4 H1015 2X8 T 1X10 2X8 4X12 H0508 2X8 16' 0 Rv =6127# U =4648# LEFT JIG = 16'2 "4 TAG .= T64 PLT. TYP. -WAVE 6' 16' 10X10 328# 6' 328# FBC /TPI2002(STO) Cq /RT- 1.00(1.25)/10( 03 QTY= 2 PLIES= 2 TOTAL= 4 4' Rv =6209# U =4711# FEB fl 8 7007 RIGHT JIG = 16'2 "4 SEC = 79800 REV. 7.26.0608.21 SCALE = 0.3750 MARTINEZ TRUSS CO., 1N0 9280 N.W. South River Dr. Medley, FL 33186 (306) 883 -6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-S1 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS .SUUNLESSOOTHERWISE INDICATED91TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHEO RIGIO CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RNO USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 535205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 30.0psf TC DL 20.0psf BC DL IO.OpsF' BC LL 0.OpsE TOT.LD. 60.OpsE DUR.FAC. 1 33 SPACING 24.0" REF DATE 02- 08-2007 DRWG 0/A LEN. 16 TYPE FLAT Job: (07010395) ,ANDY HOWARD, THE CATE RES / T2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER. PROGRAM FROM TRUSS MFR'S LAYOUT Top Bot (Al Gun ohord 2x4 SP #2 N chord 2x4 SP #2 N Webs 2x4 SP #3 • • •• •• • • • 1x4 #3 or better "T" brace. 80X length of web member. Attaoh with 8d Btx or: (0.113 "x2.5 ",min.)nalls O 6" OC. 1.00 plate duration factor used. * * * ** 2X4 (A1 5 "14 1.5X 12 4 L 13'6 "10 3 CR • • • • • • • • • • • • • • • • •• • 4X8 • gg6 Ih Ind,• 2g p0 Ft mean hAgf, RSCE 7-02, CLOSED bldgg, L000ted anywhere in 8of•, CAI, •I I•,• EXf C, w Ind TC OLm5.0 psf , w Ind BC DL =5.0 psf 6omp n�s nt w- o:adding wind pressures considered for uplift oallouts. •Tii 1•14. of struoTUraI panels use purIins to brace TC 0 24" OC. Defleotion meets L/360 Itve and L/240 total load. • • • • •• • i • • • • ••• ••• • ••• • • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • • • • • •• • • • • • ••• •• 13'6 "10 5X83X4 1.5X4 Rv =1656# U =1731# W =8" LEFT JIG = 14'4 "11 TAG = T11 PLT. TYP. -WAVE 3'4 23' 27'1 "5 FBC /TPI2002 (STD) Cq /RT -1.00 (1.25) /10 ( 0) QTY= 3 TOTAL= 3 Rv =1656# U =1731# FFR n R onn7 X4 C: 10 W =8' RIGHT JIG = 14'4 "11 SEC = 79742 REV. 7.26.0608.21 SCALE =0.2500 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. • Medley, FL 33188 (305) 883-6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS .SUUNLESS OTHERWISE' INDICATED9) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1905 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK R0R0 WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LO. DUR.FAC 30.0psF 20.0psF 10.OpsF O.Opsr 60.0psF 1 33 REF DATE 02 -08 -2007 DRWG 0/A LEN. 27 SPACING 24.0" TYPE COMN Job: (07010395) ,ANDY HOWARD, THE CATE RES / M2 THIS 0 PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 In *lieu of structural panels use purlins to brace TC 0 24" OC. DePleotion meets L/360 live and L/240 total load. 2X4 (Al) T 5 "14 1 3X5 12 4 i- 46 h Ind,• 2f F3 Ft mean hqqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In • •• • ,BoF•,� C, wend TC oL =5.0 psF, wind BC OL =3.0 psF. • • Eomlir- • nSs or1 o=adding wind pressures considered For upliFt oallouts. • • • • • • • •RTght ena vertical not exposed to wind pressure. ***** 1.00 plate duration Factor used: ***** • • • • • • ••• • • • • • • • • • •• •• • • • • • • • • • • • • • • •• • • • • ••• ••• ••• • • •• • • • •• ••• •• • • • • • • • is, • • • • • U•8 • • • • 2'0 "10 LEFT = JIG T9= 7'10 "12 PLT: TYP. -WAVE 1.5X4 Rv =667# U =1058# W =8" 7'4 "10 5'4" FBC /TPI2002 (STO) Cq /RT ®1.00 (1.25) /10 ( 0) QTY= 10 TOTAL= 10 1 1 4X6 (R) Rv =236# U =549# FEB 0 8 2007 RIGHT JIG = 7'S "15 SEO - 79749 REV. 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. • Medley, FL 33186 (305) 883-6261 ■*WARNING*• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -S1 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONS .SUUNLESSOOTHERWISE'INDICATED, TOPLCHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM R653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1955 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 538205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC. 30.0psF' 20.0psf 10.Opsr 0.0psf 60.0psE 1.33 REF DATE 02 -08 -2007 DRWG 0/A LEN 70400 SPACING 24.0" TYPE MONO Job : (07010395) ,ANDY HOWARD, THE CATE RES / M2A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 In -lieu of structural panels use purlins to brace TC ® 24" OC. 1.00 plate duration Faotor used. ••••• • • •1 6 mph y�ind,•2g ��p ft mean hat, ASCE 7 02, CLOSED bldg, Looated anywhere in • • • • ooFn �A L •I I• • ERFi C , wind C bL =5.0 psf , wind BC DL =3.0 psf . • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • Somp't>S n=s an( o :adding wind pressures considered For upliFt aallouts. •uarIeo� ton meets L/360 live and L/240 total load. • • • ••• • • •• • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •.• ••• •• • • • 2X8 Rv =267# U =351# NAILED LEFT JIG = 5'3 "3 TAG = T61 PLT: TYP. -WAVE 4'4 "8 • • 4X6 (R) Rv= 267# U =619# NAILED FBC /TPI2002 CSTO] Cq /RT =1.00 (1.25] /10 C 0] OTY= 2 TOTAL= 2 • • • • ••• •• 8 nn7 r'1 RIGHT JIG = 4'7 "6 SEO = 79755 REV. 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. • Medley, FL 33166 (306) 883-6281 •*WARNING*• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND INSTITUTE, 583TD'ONOFRIO(HANDLING . TEN200, MADISON, WI. 53719) FORSSAFFETTY PRACTICESS PROPERLY ATTACHEDNSTRUCTURALNPANELS UNLESS HAVE CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200R RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RN0 UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 536205 3320 PRODOCK RORD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.0psF' 20.0psF' 10.0psf 0.0psF' 60.0psF' REF DATE 02-08 -2007 DRWG 0/A LEN. 40408 DUR . FAC 1 . 33 SPACING 24.0" TYPE MONO Job :(07010395) ,ANDY HOWARD, THE CATE RES / TG2 THIS 0WG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x6 SP #2 Bot ohord 2x6 SP SS :B2 2x6 SP #1: Webs 2x4 SP #3 :W1, W11 2x6 SP #2: :4, W10 2x4 SP #2 N: :W4, W6, W8 2x8 SP #2: SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FRC. »1.001 TC - From 102 PLF of -0.15 to 102 PLF at 27.15 BC - From 20 PLF at -0.00 to 20 PLF at 27.00 BC - 6127 LB Conc. Load of 7.46, 19.54 Components and olodding wind pressures considered for uplift Deflection meets L /360 live and L/240 total load. 1.00 plate duration factor used. * * * ** lE 13'6" • • •Z Cpm�l I ets.•Trusses Requ i red Vb.':• • • • • • • • • • • •• • • • • Li Iii nnqq gohedi: I e• C 12d_Box_or_Gun_ (0.128 "x3.25 ", _m I n .) _na i I e) • ▪ • •gep*Ch6rC: 1 Roe "1212.00" o.o. Bot Chord: 1 Row 0 3.50" o.o. Webs : 1 Row 0 4" a.o. Use equal spacing between rows and sta99er noels • • i n •eaor•row t�• Qvei� sp l i t t i ng . • • • • • • • enllouts. • 0 •• •(* 10. 2 plate(.).require epeolal positioning. Refer to scaled plate plot dotal Is •• ••• for epesiol ptiPtlbning requirements. • 146 mph wind, 26.50 ft mean hat ASCE 7 -02 CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC OL =5.0 psf, wind BC DL =3.0 psf. •• • •• •Irl•I•I ercf ftu%fui'a l panels use pur l I ns to brooe TC 0 24" OC. . i* T11e:r•nx It:um oontentrated load I s 6127# ** • • • • • 4. • • • •0 • 0 • • • ••• •• 13'6" T zr -i 1 2X4 (R1 J ��.�/ 1 =_ _ _ __ �`, 1.5X4(**) 2X4 (R1) =— `Ili III �_ = -� / � . 5 "14 1111111 111111'' 5:0 P-112 /YS2 f 1-fl - n I n 1 :i u• n ivo rm 7'5 "8 Rv =7776# U =5900# W =8" LEFT = JIG S = 14'4 "11 PLT: TYP. -WAVE 6127# 12'1" 612# Rv =7776# FBC /TPI2002(STD) Cq /RT =1.0001.25)/10C 03 OTY= 2 PLIES= 2 TOTAL= • *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS OR OSFNG3HEOUIOSUSSOHEIS,N 9) PRRTSLCS PR TPERORMITESFNCTNS. UNLEOTRWEIOICRTEDTOCHOOHALHAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PROOUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RN0 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A853 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 1S0 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1585 SECTION 2. 4 7'5 "8 U =5899# FEB 0 8 2007 W =8" RIGHT JIG = 14'4 "11 SEC = 77291 REV. 7.26.0608.21 SCALE = 0.2500 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. • Medley, FL 33166 (306) 883 -6261 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 30.Opsf TC DL 20.Opsf BC DL 10.Opsf' BC LL O.Opsr TOT.LD. 60. Opsf DUR . FAC . 1 33 SPACING 24.0" REF DATE 02 -08 -2007 DRWG 0/A LEN. 27 TYPE COMN Job:(07010395) ,ANDY HOWARD, THE CATE RES / MG2 Top ohord 2x4 SP #2 Sot ohord 2x6 SP #2 Webs 2x4 SP #3 SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC.=1.00) TC - From 102 PLF at -0.15 to 102 PLF at 7.33 BC - From 20 PLF at -0.05 to 20 PLF at 7.33 BC_ - 746 LB Cono. Load at 2.90 1.00 plate duration factor used. * * * ** 12 4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT • • •1a mph wind, 426866 ft mean hggt, ASCE 7 -02, CLOSED bldq, Located anywhere In •• •• roof, C*AT. Ip*EXP•C, wind TC OL =5.0 psf, wind BC DL =3.0 psf. • • • • • • •. • • • Gbmpre t: anct ol$ddin9 wind pressures considered for uplift oallouts. • R19hT end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brooe TC 11 24" OC. ••• •s• De'I.oi•ion meA?s•L /300 live and L/240 total load. • • • • • • • • • • • • • • •• • • • • • • • • • • • • s•• ••• 10* • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ;)(e •• 2'0 "10 2X8 2'11 "6 7'4 "10 5'4" 746# Rv =1321# U =1051# W =8" LEFT JIG = 7'10 "12 TAG_= T63 PLT. TYP. -WAVE 4'5 "4 3X4 FBC /TPI2002 (STO) Cq /RT =1.00 (1.25) /10 ( 0) OTY= 2 TOTAL= 2 Rv =328# U =557# FEB n02007 RIGHT JIG = 7'5 "15 SEC 79767 REV. 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS CO., INC. , 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -6261 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLINGl SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PLATE TOSPERFORMING3THHESE FUNCTIONS. SUITE UNLESSOOTHERWWISE' INDICATED9 ) TOP FOR CHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE �i PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. RLPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION° AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM AS53 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS ISO A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /T I (-1595 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 838205 3320 PADDOCK ROAO WESTON, FL 33331 TC LL 30.0psF' TC DL 20.0psF' BC DL 10.OpsF BC LL O.Opsf TOT.LD. 60.0psF' DUR . FAC . 1.33 REF DATE 02 -08 -2007 DRWG 0/A LEN. 70400 SPACING 24.0" TYPE MONO Job :(07010395) ,ANDY HOWARD, THE CATE RES / FG2 Top chord 2x4 SP #2 N Bo`Y ohord 2x4 SP #2 N Webs 2x4 SP #3 SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.00) TC - From 100 PLF at 0.00 to 100 PLF at 5.88 BC - From 154 PLF at 0.00 to 154 PLF of 5.88 * ** ** 1.00 plate duration factor used. * * * ** 2X8 THIS.OWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTEO BY TRUSS MFR 4X7 • • •Lii mph wend, 26•SO ft mean hot, ASCE 7 -02, CLOSED bldg, Located anywhere In •• •• roof. Gf1T•iI,•EXP•C, wind TC oL =5.0 psf, wind BC OL =3.0 per. • • • • • • • • • • • S CCmprtj.ancc oladdin9 wind pressures considered for uplift oallouts. • • •I n•Ileu o struotural panels use purlins to brace TC CI 24" OC. DePleotion meets L/360 live and L/240 total load. •• •• • • Trues met be *Inftall %d as shown with top chord up. • • • • • • • • • • • s • • • • • • • • • • • • • • • ••s ••• ••• • • •• • • • • • • • • s • •• ••• •• • • • • • • • • • • • • • • • •s• •• 2X8 f 4X6 (R) Rv =746# U =641# NAILED LEFT JIG = 6'0 "9 TAG_= T62 PLT. TYP. -WAVE 2X 10 "8 FBC /TPI2002 (STD) Cq /RTm1.00 (1.251 /10 ( 03 QTY= 1 TOTAL= 1 H 4X6 (R) Rv =746# U =641# NAILED RIGHT JIG = 6'0 "9 FEB 0 a 2007 REV. 7.26.0608.21 SCALE = 1.0000 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (305) 883 -6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR PROPERLYY ATTACHEDNSTRUCTURALNPANELS ANONBOTTOMTCHORD SHALLIHAVEOA HAVE CEILING. * *IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS RRE MADE OF 20GR RSTM .653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 R-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRICT. ENGINEER STATE OF FLORIDA #36205 3320 PRODOC$ RORO WESTON, FL 33331 TC LL 30.OpsF TC DL 20.OpsE BC DL 10.OpsF BC LL O.OpsE TOT.LD 60.OpsF DUR.FAC. 1.33 REF DATE 02 -08 -2007 ORWG 0/A LEN. 51008 SPACING 24.0" TYPE FLAT Job: (07010395) ,ANDY HOWARD, THE CATE RES / S2 THIS. DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS)SUBMITTED BY TRUSS MFR. Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purllns to brace TC D 24" OC. 1.00 plate duration faotor used. * * * ** 5'11" • • 1.46•me i$4, a. %loft mean h t, ASCE 7-02, CLOSED bidq, Looated anywhere in :0•°: roof,•CAW ire BAP •, wind TC �L =5.0 psf, wind BC OL =3.0 psf. • • • • • ••• • • Co ,por!•er�'s :and p I pacti ng wind pressures oons i dered for uplift oo I I outs. • Defleotion meets L/360 live and L/240 total load. • • • • • • • • • • • • • • • • • •• • • • • 0• • • • • • • • ••• 0460 • • • • • • • ••• •• • • 0 • • •• • • • o •• o •00 • •• • ••• • • • • •• • • • • • • • 4646 • • • 0.0 •0• 00 5'11" T 6 Rv =724# U =988# W =3" LEFT JIG = 6'4 "15 TAG.= T65 PLT. TYP. -WAVE FBC /TPI2002(STD) Cq /RT'1.0001.25)/10C 03 QTY= 7 TOTAL= 7 FEB 18 2007 *fl W=3" RIGHT JIG = 6'4 "15' SEC = 79805 REV. 7.26.0608.21 SCALE =0.5000 MARTINEZTRUSS CO., INC. 9280 N.W. South River Dr. • Medley, FL 33186 (306) 883-6261 #*WARNING*■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONS. SUUNLESSQOTHERWISE' INDICATED9 ) TOP FOR CHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK RORO WESTON, FL 33331 TC LL 30.OpsE TC DL 20.0psf BC DL 10.OpsF BC LL 0.OpsF TOT.LD. 60.0psF DUR.FAC. 1 33 SPACING 24.0" REF DATE 02 -08 -2007 DRWG 0/A LEN. 111000 TYPE SCIS Job :(07010395) ,ANDY HOWARD, THE CATE RES / T3A THIS DWG. PREPRRED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LRYOUT Top ohord 2x4 SP #2 N :T2 2x4 SP #2: Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 :W5 2x4 SP #2 N: In lieu of structural panels use purlins to brace TC El 24" OC. 1.00 plate duration faotor used. * * * ** i m ti cr) 2X4 CRI) 5 14 4X5 12 9'4 "10 • • Pirm 1'_mi:4, T ft mean he, RSCE 7 -02, CLOSED bldg, Located anywhere in ••••' ro f, tF-WW i4I, EIP ), wind TC DL =5.0 psf, wind BC DLm3.0 psf. • • ••• • • • Co�•porlbn=s :and :l 0c i ng wind pressures considered for uplift oa l l outs. Deflection meets L/360 live and L /240 total load. • • • • • • • • • • • • • • • • • •• • • • • • ••• • •• • • • • ••• • ••• • • • • • • • • • • • • • • •• • • • •• ••• • ••• • • • • •• • • • • • •• • • • • • • • • see so 4X8 7.4.. •• • • • • •• P1 4X7 CR) I\ m L ®2'0 "10 Rv =1r80# LEFT JIG = 10'O "l TAG- = T66 PLT. TYP. -WAVE 2X4 U =1386# W =8" 6X6 14'8" 16'8 "10 FBC /TPI2002(STOI Cq /RT =1.00(1.251/10( 03 OTY= 4 TOTAL= 4 1.5XLi Rv =862# 1U =1035# FEB 0 8 2007 RIGHT JIG = 8'2" SEO = 79856 REV. 7.26.0608.21 SCALE = 0.3750 ARTINEZ TRUSS 00., IBC: . 9280 N.W. South River Dr. Medley, FL 33186 (305) 883 -6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMINGnTHHESE FUNCTOIONS,. SUUNLESSOOTHERWISE' INDICATED91TOPRCHOROTSHALLCHAAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. OESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GRLIO GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA U36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC. 30.0psF 20.0psf 10.0psF O.Opsf 60.0psf 1.33 REF DATE 02 -08 -2007 DRWG 0/A LEN. 160800 SPACING 24.0" TYPE COMN Job: (07010395) ,ANDY HOWARD, THE CATE RES / T3B THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purlins to brace TC 0 24" OC. 1.00 plote duration footor used. ••••• 12 4 9'4 "10 • • 10460mplf i4d, .trft mean hot ASCE 7-02 CLOSED bld9,•not located within 4.50 ••••• ft'Pri kojr•edme, RT II, EXP C, wind TC ISL =5.0 par, wind BC DL =3.0 psf. • Co.por�en*s• and DIq$clin9 wind pressures oonsidered for uplift oaIIouts. ■ Deflection meets L/360 live and L/240 total load. • • • • • • • • • • • • • • • • • ■• • • • • • • • • ■ • 000 000 00. 00 • • • • • • • • ••• • ■ • • • • • • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • • • • ••• •• 9'8 "8 Rv =1326# U =1055# W =8" LEFT JIG = 10'0 "1 TAG.- T59 PLT. TYP. -WAVE 7X6 17'0 "8 19'1 "2 1.5X4 FBC /TPI2002 (STD) Cq /RT..1.00 (1.25) /10 ( 0) OTY= 6 TOTAL= 6 FEB 0 8 2007 Rv =1007# U =744# RIGHT JIG = 10'4 "4 SEO = 79709 REV. 7.26.0808.21 SCALE =0.3750 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. " Medley, FL 33166 (306) 883 -6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -S1 (HANDLING INSTALLING RNO BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200 MROISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE ii PROPERLY RTTRCHEO RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER RSSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GR RSTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 180 A -Z. THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITRBILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PR000CK ROAD WESTON, FL 33331 TC LL 30.OpsE TC DL 20.Opsf' BC DL 10.0psF BC LL O.OpsF TOT.LD. 60.OpsF DUR.FAC. 1 33 REF DATE 02-08 -2007 DRWG 0/A LEN. 180800 SPACING 24.0" TYPE COMN Job :(07010395) ,ANDY HOWARD, THE CATE RES / T3C THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & OIMENSIONS)SUBMITTED BY TRUSS MFR. Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purlins to braoe TC 0 24" OC. 1.00 plate duration factor used. * * * ** 7'4 "10 • • 1NC•mpIcjH g(;•Ft mean hqt, ASCE 7 -02, CLOSED bldg, Located anywhere In •• • •• roCP R r P cCii wind TC ..L =5.0 psf, wind BC OL =3.0 per. • : Co:ponen :s :o nd lit i 9 ng wind pressures oona i dered for up I 1 ft oo I louts. • • ••• • • • • Clefleotion meets L/360 Ilve and L/240 total load. • • • • • • • • • • • • • • • • • ••• •• • • •• • • • • ••• • • •• • • • • • • • • • •• • • • • • • • • • • ••• ••• • • • •• ••• • • • • • •. • • ••• •• • • •• 7'4" Rv =915# Ual133# W =8" LEFT JIG = 7'10 "13 TAG,- T57 PLT. TYP. -WAVE 6X6 14'8" 14'8 "10 FBC /TPI2002 (STD) Cq /RT' 1 .00 (1.25) /10 ( 0) QTY= 4 TOTAL= 4 FEB n 8 VW Rv =884# U =1091# W =8" RIGHT JIG = 7'10 "13 SEO = 79940 REV. 7.26.0608.21 SCALE = 0.5000 MARTINEZ TRUSS CO., INC1 9280 N.W. South River Dr. Medley, FL 33186 (305) 883-6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONS. SUUNLESSOOTHERWISE' INDICATED9 ) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURRL PANELS ANO BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MAOE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA #36205 3320 PRODOCK R0R0 WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 20.0psF 10.OpsE 0.0psF 60.0psF' REF DATE 02 -08 -2007 DRWG 0/A LEN 140800 DUR.FAC. 1 33 SPACING 24 0 SI TYPE COMN Job :(07010395) ,ANDY HOWARD, THE CATE RES / S14 Top ohord 2x4 SP #2 Sot ohord 2x4 SP #2 N Webs 2x4 SP #3 Calculated horizontal defleotton Is 0.13" due to live load load. Provide for complete drainage of roof. THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTE0 BY TRUSS MFR. • /1146•ffi13h••ipd'26•ee0 41- mean hat ASCE 7-02, CLOSED bldg, not 'coated within 4.50 ::•••fit rsom ro•f•edges CPjf II, EXP C, wtnd TC OL =5.0 per, wind BC DL=5.0 psf. • • • s•• • • Lbmaier s :aryfd o I addli•,s wind pressures oons I dered for up I i f t oa I I outs. and 0.13" due to deed • In Ileu of structural panels use purllns to brace TC Et 24" OC. DePleotilan vets L/•360•»i�ve and L/240 total Toad. • • • • • •• • • • • • • •E ••• 1.40 lot, c�urptyon Factor used. * * * ** • • • • • • • • • • • • • • • • •• •• • 17' •• • • • •• ••• • ••• • • • • • • •♦• :• • • ••• •• • • •• • • •. • 1.5X4 Rv =1022# U =738 LEFT JIG = 17'1 "11 TAG = T88 PLT. TYP. -WAVE MARTINEZ TRUSS CO., INC. 9280 N.W. South Slyer Dr. Medley, FL 33188 (305) 883-6261 DIES STIGHN E RSHEOSPWNON. SIBTHIE L ISTUY IOTAF BTILHE I TY B URINLD D IUNSG E DOEF S IGTHNEIR S COPMEPR ONREN NT I /FTOPR I fl1N.Y 1 9P95 A RTSEICCULIAR N BUILDING SPACING SPEC . TYPE W =3" 4X5 - 1.75 12 8'6" 8'6" FBC /TPI2002 (STD) C9 /RT =1 .00 (1 .25) /10 ( o) QTY= 2 TOTAL= 2 * *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -S1 (HANDLING INSTALLING AND FABRICATING, PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS. SUUNLESSOO THERWISE' INDICATEDS )TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE M PROPERLY ATTACHED RIGID CEILING. •*IMPORTANT#* FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO, NLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT v =1022# T N (V _L U =73A# W =3" JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 536205 3320 PADDOCK ROAD WESTON, FL 33331 REV. TC LL TC DL BC DL BC LL RIGHT JIG = 17'1 "11 SEO = 77242 7.26.0608.21 SCALE =0.3750 30.OpsF' REF 20.Opsf DATE 02-08 -2007 IO.OpsE DRWG O.Opsf TOT.LD. 60 . OpsF' 0/A LEN. 17 DUR . FAC . 1 • 33 Job :(07010395) ,ANDY HOWARD, THE CATE RES / S16 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTEO BY TRUSS MFR. Top ohord 2x4 SP #2 N Sot ohord 2x4 SP #2 N Webs 2x4 SP #3 End vertioals not exposed to wind pressure. Deflection meets L/360 live and L/240 total 12 4 load. 15' 146 mph•wlryil, 26.54 8t mean hat ASCE 7 -02 CLOSED bldg, not located within 4.50 •• •ift'F•ropi. Soq'•elee, €RT II, EXP L�, wind TC DL-5.0 per, wind BC DL =3.0 per. • • • .Conronim Is ICnd dl ad}l i ng wind pressures considered for up I i f t oo I I outs . • •Irt•I•leu of structural panels use purlins to brace TC 0 24" OC. * * * ** 1:.00 plate duration factor used. •, • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • ••• ••• • • 000 •• • • ••• *•* • • •• • • • • • • • • • • •, • • ••• •• • • 4, 00 • • • ••• •• * * * * * (R14�,_ 4X6 1 .5X4 4X5 4X6 4X4,\`(R) ■ o•• O l'2"7 �= 1.5X4 — 1.75 1 scs6P L2 17' Rv =1040# U =767# LEFT JIG = 3'0 "4 TAG - T89 ALT-. TYP . -WAVE MARTINEZ TRUSS 00., INCI 9280 N.W. South River Dr. . Medley, FL 33188 (306) 883 -6281 6X8 W =3" 8'6" FBC /TPI2002 (STD) Cq /RT ®1.00 (1.25) /10 C 0) QTY= 2 TOTAL= 2 8'6" Rv =1040# FEB 082007 M O N 1 U =764# W =3" RIGHT JIG = 3'0 "4 SEO = 80433 REV. 7.26.0608.21 SCALE = 0.3750 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -SI (HANDLING INSTALLING FIND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS .SUUNLESSOOTHERWISE'INDICATED, TOPRCHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CH0RO SHALL HAVE A PROPERLY ATTACHEO RIGIC CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A853 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1885 SECTION 2 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.0psF' 0.Opsr 60.OpsF' REF DATE 02 -08 -2007 ORWG 0/A LEN. 17 DUR . FAC . 1 . 33 SPACING 24.0 TYPE SPEC Job :(07010395) ,ANDY HOWARD, THE CATE RES / S18 Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 End verticals not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. CD 12 4 X X4 (R)4X4 • • r• •• • • • • • • • • • • • • • • • • • • • • • 10' • • • ••• THIS 4WG„ gREPRRED FROM COMPUTER INPUT (LOADS & OIMENSIONS)SUBMITTED BY TRUSS MFR. •• • 1M6•rfpinIncc, 26.50 ft mean hat RSCE : 7 -02 CLOSED bldg, not l000ted within 4.50 • Pfo77nn voof• edge, CAT II, EXP C, wind TC OL =5.0 psf, wind BC OL =3.0 psf. • • ••• :CAmponents VON cladding wind pressures considered for uplift oallouts. In lieu of struotural panels use purlins to brace all flat TC 0 24" OC. • * *••* • • •• • • • • • • • ••• ••• 1 . p. p i 'el; durst i on footor used. * * * ** • • • • • • • • • • • • •• • • • •• ••• • • ••• • • • • •• • • 000000000 •• • • ••• • 11`• •• • • • •• 5X4 1.5X4 1.5X4 5' 3' 5X4 3X4 1 .5X4 4X4 CR) 4X4 1.5X4 Rv =1040# U =7 LEFT JIG = 3'0 "4 TAG = T90 PLT -. TYP. -WAVE 5X8 „.—, 1 .75 1 1'217 6X8 17' 9 W =3" 8,6" FBC /TPI2002 (STD) Cq /RT =1.00 (1.251 /10 ( 0) QTY= 2 TOTAL= 2 8'6" Rv =1040# FEB n 8 2007 U =77 W=3" RIGHT JIG = 4'7 "7 SEO = 76902 REV. 7.26.0608.21 SCALE =0.3750 MARTINEZ TRUSS CC., INC. 9280 N.W. South River Dr. ° Medley, FL 33166 (306) 883 -6261 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) �'UBLISHEO BY TPI (TRUSS PLATE INSTITUTE, 583 D'0N0FRI0 DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM R653 GR40 GRLV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY 0 THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 636205 3320 PR0D0CK R0A0 WESTON, FL 33331 TC LL 30.Opsf' TC DL 20.Opsf BC DL 10.0psf BC LL O.OpsE TOT. LD. 60 . 0psf DUR.FAC. 1 33 SPACING 24.0" REF DATE 02 -08 -2007 DRWG 0/A LEN 17 TYPE SPEC Job :((77010395) ,ANDY HOWARD, THE CATE RES / S20 Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 End verticals not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. I--., °I 4' 12 4 TX4 4X4 3X4 (R) -! T (Y) O N Rv =1040# U =7 LEFT JIG = 3'0 "4 TAG. = T91 PLT. TYP. -WAVE THIS QWG•.IREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS)SUBMITTED BY TRUSS MFR. • • ••• •• •• • :1,6'. �i'yinc�y 26.50 ft mean hot ASCE 7 -02 CLOSED bldg, not l000ted within 4.50 • • • • '11 1'am ■ooF ed e, CRT II, EXP LC, wind TC DIL =5.0 per, wind BC. DL•3.0 psf. • • • • • •.• •Campbnents 'a?i'd cladding wind pressures considered for uplift oallouts. In Ileu of structural panels use purlins to brace all flat TC 0 24" OC. • * **" 1. ( p I ntei duration factor used. * ** ** • • •• • • • • • • • • • • • • • • • • • • ••• ••. • • • • • • • • • • • • • • • • • • •• 5X4 10' •• • • . . :• . ••• ••• • • • • • 7 "• e'� . i•• • • • • • •I • .••. .••••• 1.5X4 3X6 5X4 5' 5' 3X4 4X4 (Rl ,C4 � _4X4 -11117 ■ ■ 1.5X4 5X8 l'2"7 5X8 1 17' 9 IMARTINEZ TRUSS CO., INC: 9280 N.W. South River Dr. • Medley, FL 33168 (306) 883-6261 W =3" 1.75 12 8'6" .X4 8'6"Rv =1040# FBC /TPI2002 (STD) Cq /RT "1.00 (1.25) /10 ( 0) CITY= 1 TOTAL= 1 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, , HANDLING, � SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTDIONS. SUUNLESSOOTHERWISE' INDICATED9 ) TOPRCHOAOTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM AS53 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBIL TY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2 N U =76# W=3" FEB n 8 1nn7 JOHN A. ILTER REGISTEREO STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 REV. TC LL TC OL BC DL BC LL TOT.LD. RIGHT JIG = 6'6 "4 SEO = 76910 7.26.0608.21 SCALE =0.3750 30.0psF' REF 20.OpsF DATE 10.OpsF DRWG O.OpsE 60.OpsF 0/A LEN. 17 02 -08 -2007 DUR.FRC 1 33 SPACING 24.0" TYPE SPEC Job:(07010395) ANDY HOWARD THE CATE RES / TG3 THIS DWG. REPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTEO BY TRUSS MFR. Top ohord 2x6 SP *1 Bot ohord 2x6 SP *1 Webs 2x4 SP #3 :W1, W9 2x6 SP *2: :W2, W8 2x4 SP *2: SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.F1C. =1.00) TC - From 50 PLF at 0.00 to 50 PLF at 15.83 BC - From 10 PLF at 0.00 to 10 PLF at 15.83 TC - 1040 LB Cono. Lood of 1.92, 3.92, 5.92, 7.92, 11.92, 13.92 BC - 746 LB Cono. Lood at 1.92, 3.92, 5.92, 7.92, 11.92, 13.92 Deflection meets L/360 live and L/240 total load. 1.00 plate duration factor used. * * * ** 1040# 1'11 2X8 •• •• • • • • • • • • • • ••• •N8II•Ing Schedule: (12d_Box_or_Gun_(0.128 "x3.25 ",_t4in.)_nolis) Top Chord: 1 Row El 3.25" o.o. Sot Chord: 1 Row El 4.75" o.o. Webs : 1 Q�ur ® 4" a.o. • • • • •U ' equa V spao I r1g between rows and stagger nails 9.92 • • • •in saois row:tc3•ovoid splitting. 9.92 • • g•• " •ft4' Frr'om rood, d9e, CAT II, EXPtC Awind7T02ILCLOSED psf, wind BCIDL =5.0 g � r � P } • crip Ote Trusses Required • • • • ••• • • • • • • • •• 1040# 1040# 104 # 2' 4 2' mt.e 2' H1015 3X4 within 4.50 psF. Components and cladding wind pressures considered for uplift oallouts. • • • • • 4n8•�erl I oa iE not exposed to wind pressure. • • • • • • • •• • • • •• • • •e a 41au'of str',otura l panels use purl i ns to brace TC El 24" OC. •• • • • Trilsc mus' be Installed os shown with top ohord up. The TC of this truss shall be braced with attached spans at 24" OC In lieu of structural sheathing. 1040# 104 # 1040# t 2' _t 2' ®6_1'11" 1 H10.15 II 2X8 746# Rv =6726# U =4878# LEFT JIG = 16'1 "5 T94 2X8 4X12 15'10" 15'10" 2X8 8X10 2' ..l 2' d 2' ®1® 2' !� 2' •'1. 746# 746# 746# 746# 746# 2, 1 =1'11" i 746# Rv =6726# U =4878# FBC /TPI2002(STD) Cq /RT =1.00(.25)/10( D) QTY= 1 PLIES= 2 TOTAL= 2 FEB f 6 2007 RIGHT JIG = 16'1 "5 SEO = 77051 REV. 7.26.0608.21 SCALE =0.3750 MARTINEZ TRUSS CC., INC. 9280 N.W. South River Dr. • Medley, FL 33166 (306) 883-6261 ■*WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS. SUUNLESSOOTHERWISE' INDICATED9) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1895 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 536205 3320 PRDDOCR RORD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.0psf 20.0psf 10.0psE' O.Opsf . 60.OpsF REF DATE 02 -08 -2007 DRWG 0/A LEN. 151000 DUR.FAC 1.33 SPACING 24.0" TYPE FLAT Job :(07010395) ,ANDY HOWARD, THE CATE RES / TG4 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS)SUBMITTEO BY TRUSS MFR Top ohord 2x6 SP #1 Bot ohord 2x6 SP #1 Webs 2x4 SP #3 :W1, W9 2x6 SP #2: SPLCIRL LOADS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.00) TC - From 50 PLF at 0.00 to 50 PLF at 15.83 BC - From 10 PLF at 0.00 to 10 PLF at 15.83 TC - 1040 LB Cono. Load at 1.92, 3.92, 5.92, 7.92, 11.92, 13.92 BC - 346 LB Cono. 1.92, 3.92, 5.92, 7.92, 11.92, 13.92 CA) 2x4 #3 or better "T" brace. 807 length of web member. Attooh with 16d Box or Gun (0.135 "x3.5 ",min.lnails 0 6" OC. Truss must be Installed as shown with top ohord up. The TC of this truss shall be braced with ottaohed spans at 24" OC structural sheathing. Load at • • ••• •• •• • • • • • • • • • • • • • ••• •'2 Loraclio • �'te Trusses Recju i red 1 • • • • • ••• • • • • • • • • • N• i lei ng (12d_Box_or_Gun_ (0.128 "x3.25 ", _m I n .) sa i I el Top Chord: 1 Row 0 3.25" o.o. Bot Chord: 1 Row 010.25" o.o. Mi 0 4" o.o. 9.92 Webs : 1 R • Use*egual• �paa�ge between rows and stagger nails •• • • • • • • •irf$aoli ripw•to•nvoid splitting. • 9.92 • • •• • • •• 146•mph aM nd,••26.50 ft mean hqt ASCE 7-02 CLOSED bldg, not located within 4.50 • ••• �•• •••ft•fi•om robe edge, CAT II, EXP L�, wind TC OL =5.0 psf, wind 8C DL =5.0 psF. to eaoh web ply Components and cladding wind pressures considered for uplift oollouts. •• • • •End•ver�laol•s•not exposed to wind pressure. • • • • • • 1�e0 or• • :n :l*Ieuior strFiotural panels use purlins to brace TC 0 24" OC. ••• • i ••DeNlebt ?ar? meets L/360 live and L/240 total load. * * * ** 1.00 plate duration Factor used. * * * ** T 1040# 2f X8 104g# 2' 2' 7X12 1040# 2' in 1040# 3X4 1040# 104 # 1040# 1'11" 2' ®.� 2' 7X12 2X8 W1 1F 4444004444444t _. __, W9—+ .T..-..---.6-A (NI �X8 2X4 346# Rv =5326# U =3863# TAG = JIG T95 95 ALT-. TYP. -WAVE 2' 346# 4X10 15'10" 15'10" 2X4 7X8 2' «.l 2' 4» 2' + 2' 2' 346# 346# 346# 346# 1'11" 346# Rv =5326# FEB P 8 2007 U =3863# FBC /TPI2002(STO) CR /RT =1.00(1.25)/10( 0) QTY= 1 PLIES= 2 TOTAL= 2 REV RIGHT SEOG= 7704 5 6 7.26.0608.21 SCALE = 0.3750 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. , Medley, FL 33168 (306)883.6261 **WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 537191 FOR SAFETY PRACTICES PRIOR TO PERFORMING PROPERLY ATTACHEDSTRUCTURALNPANELS AND NBOTTOM TCHORDSSHALLIHAVE OA PROPERLYD A ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A853 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITRBILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNEE. PER ANS /TPI 1 -1985 SECTION 2 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA *35205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 30.0psf TC DL 20.OpsE BC DL 10.0psf BC LL O.Opsf' TOT.LD. 60 . Opsf DUR . FAC . 1.33 SPACING 24.0" REF DATE 02 -08 -2007 DRWG 0/A LEN. 151000 TYPE FLAT Job: (07010395) ,ANDY HOWARD, THE CATE RES / JG8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x6 SP #2 Webs 2x4 SP #3 SPECIAL LOADS (LUMBER DUR.FAC. -1.33 / PLATE DUR.FAC. =1.00) TC - From 102 PLF at 0.00 to 102 PLF at 6.00 BC - From 441 PLF at 0.00 to 441 PLF at 6.00 • • ••• .2• Coma I Te Trusses Required • •••. •. • • • • • • • . . • • • • • • • .•• 4'Iau I Sng Sbh8rtu•Ie: (12 _Box_or_Gun_CO.128 "x3.25 ",_min.3 .noi Isl Top Chord: 1 Row 0 9.00" o.o. Bot Chord: 1 Row 0 7.25" o.o. Webs : 1 RpW• 0 4" o.o. • • Use *aqua I •eppoll n9 between rows and stagger r o i l s • • • =n•$aoh.r%w .to Iwo id splitting. • • . • • • •• 146 :mph. w!,d! 6.50 Ft mean hot, ASCE 7 -02, CLOSED bldgq, Located anywhere in ••oodF•, CAT 1•I, XP C, wind TC DL =5.0 psF, wind BC DL =3.0 psF. • Components and cladding wInd pressures considered For uplrFt oalloutit.• • • • • • • • • In lieu of struotural panels use purllns to braoe TC 0 24" OC. 1.00 plate duration Factor used. ** * ** 4 12 1.5X4 Right end vertionl not exposed to wind pressure. • •_ • • •Derlik t o'h• mitre L/360 live and L/240 tots I I oad • • • • • • IP• e. OOOOO • • • • • • • • ••• •• •• • • • • • Rv =1629# U -1237# LEFT JIG = 6'9 "6 TAG = T27 PLT: TYP. -WAVE W=8" Rv =1629# 'U =1237# FBC /TPI2002(STD) Cq /RT =1.00 Cl. 25)/10( 0) 0TY= 1 PLIES= 2 TOTAL= 2 RIGHT JIG = 6'0 "11 SEO = 79887 REV. 7.26.0808.21 SCALE =0.5000 MARTINEZ TRUSS CO., INC. x280 N.W. South River Dr. -0 Medley, FL33166 (306) 883-6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HRNDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -S1 (HANDLING INSTALLING RND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS .SUUNLESSOOTHERWISE'INDICATED, TOP CHORD PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PROOUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GR RSTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1.1585 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC OL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.0psf 0.0psF 60.0psF' REF DATE 02 -08 -2007 DRWG 0/A LEN. 6 DUR.FAC. 1.33 SPACING 24.0" TYPE EJACK Job :1U /U1U3853 ,ANDY HOWARD, THE CATE RES / J8 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 • • ••• •• •• • In lieu aF struoturol panels use purlins to brooe TC ® 24" CC. • • • • • • •- • ••• • ** 1.00 plate duration Factor used. ***** 2X4 (All T GT °JIT79 8'7"3 PLT. TYP. -WAVE 3X5 • • or • • • • • • • • • • • • ••• THIS DWG. PREPARED FROM COMPUTER INPUT (LOBOS & DIMENSIONS)SUBMITTED BY TRUSS MFI 146 mph wind, 26.50 ft mean hgt, ASCE 7 -02, PART. ENC. bldg, not located withir ••• 6. �:t•�rom roof' edge, CRT II, EXP C, wind TC DL =5.0 psf', wind BC OL =3.0 psf. irro :44 :ompopents and oladding wind pressures considered For uplift callouts. • • • • Iiefle*tIdM meets L/360 live and L/240 total load. • • • • •• • • • • • • • ••• ••• 12 4 L/ •• • • •• • • • • ••• • ••• • • • • • • • • • 5'2 "4 • • • • • • • ••• •• • • • • • • • • •• • • • • • • • •• • • • • • .•• •• Rv =216# 17-1304# 2'0 "10 2X4 1.5X4 8'0 "10 Rv =743# U =738# W =1'4" FBC /TPI2002(STO) Cq /RT =1.00(1.251/10( 0) OTY= 2 TOTAL= 2 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-81 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURRL PANELS ANO BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTRLLRTION CONTRRCTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. RLPINE CONNECTORS ARE MADE OF 20GR RSTM R653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES RCCEPTRNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1885 SECTION 2. X (4) NAILED (3) f d dkItJ Rv =25# U =180# NAILED FEB 0 8 7007 REV RIGHT JIG = 8'1 "14 SEO = 80163 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. Medley, FL 33166 (306) 883-6261 JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA @36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsE REF 20.Opsf DATE 1O.OpsF DRWG 0.0psE 60.0psF' 0/A LEN. 8 02 -08 -2007 DUR.FAC. 1.33 SPACING 24.0" TYPE JACK Job :(07010395) ,ANDY HOWARD, THE CATE RES / J8A Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 • • •• •• In Iteu of struotural panels use purlins to brooe TC 0 24" OC. • • • • • • • 1.00 plate duration Factor used. * * * ** Cr) 2X4 (A1) TAGT °JIG T 8'7 "3 74 PLT. TYP.-WAVE 1.5X4 12 4 V 1.5X4 • • • • • • • • • • • • • • • • .••• ••• • • • ••• THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS)SUBMITTED BY TRUSS MFF 146 mph wind, 26.50 ft mean hat ASCE 7 -02 CLOSED bldg, not l000ted within 4.1, ••• of FremeNU6F edge, CAT II, EXP r', wind TC DL =5.0 psf, wind BC DL =3.0 psf. 4110 • �•� Iomit,o$entl and cladding wind pressures oonsldered For uplift oallouts. • • DeFleeti•A•meets L/360 live and L/240 total load. • • • •e • • • • oboe • • ••• • • • • • • • • • • • • • • • • ••• • • •• • • • •• • •• • • •• ••• • • • • 0 0 ••• 3'5 "4 •• Rv =146# • • • •• U =202# NAILED 1'9 "2 —�— 1.5X4 MARTINEZ TRUSS 00., INO: 9280 N.W. South River Dr. Medley, FL33166 (306) 883-8261 2'8 "8 Rv =441# U =466# W =3" X Rv =362# U =453# W =1'4" FBC /TPI2002(STD) Cq /RT °1.00(1.25)/10( 0) OTY= 2 TOTAL= 2 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �l PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER BNSI/TPI 1 -1895 SECTION 2. (3) /6 d daucj (2J dN /4"5 Rv =35# U =180# FEB !i 0 2007 REV. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 836205 3320 PADDOCK RORO WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD NAILED RIGHT JIG = 8'1 "14 SEO = 80098 7.26.0608.21 SCALE = 0.7500 DUR.FAC. 30.Opsf REF 20.OpsF DATE 10.Opsf DRWG D.DpsF 60.0psf' 0/A LEN. 8 1.33 02-08-2007 SPACING 24.0" TYPE JACK Job :(07010395) ,ANDY HOWARD, THE CATE RES / J86 Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & OIMENSIONS)SUBMITTEO BY TRUSS MFF 146 mph wind, 26.50 Ft mean hat, RSCE 7 -02 CLOSED bldg, not 'coated within 4.E • . • ••• • � rot From DF edge, CAT II, EXP C, wind TC )L=5.0 psF, wind BC DL =3.0 psF. In Iieu or etruoturaI panels use purl Ins to brace TC 0 24" OC. w • i i i i • C:mPor=ent: and cladding wind pressures considered For uplFFt col louts. • • ••, • e Diallea1-itS•meets L/360 live and L/240 total load. ** 1.00 plate duration Factor used. * * * ** 4X6 (R) m T ..y iL 12 5'4" • • • • • • • • • • •. . • • • • s ••• • • • • • • • ••• • • ••• •• • • • • • • • • • • • • • • • • ••• • • •• I v; 27.1 #.• l,lw 87(3# • • • • • • • • • • • • • • Of • • • • 1.5X4 Rv =359# U =314# LEFT JIG = 6'6 "11 TAG - PLT. =TYP6 -WAVE 1.5X4 5,9" Rv =72# U =180# FBC /TPI2002 (STD CR /RT =1.00 01.25) /10 ( o) OTY= 4 TOTAL= 4 NAILED FEB n 8 2007 REV. RIGHT JIG = 5'10 "9 SEO = 80019 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS CO.,1N0: 9280 N.W. South River Dr. Medley, FL 33186 (305) 883-6261 NAILED C3) F 14/4/1.5 2) �� Loud * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB -S1 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE A PROPERLY ATTRCHEO RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE. WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PRRTICULRR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1.9.85 SECTION 2. JOHN R. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA P36205 3320 PADDOCK RORO WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.OpsE' REF 20.OpsF' DE 02 -08 -2007 lO.OpsF' DRWATG O.OpsP 60 . Opsf" 0/A LEN. 50900 DUR.FAC 1 33 SPACING 24.0 TYPE JACK Job: (07010395) ,ANDY HOWARD., THE CATE RES / J8C THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of struoturol panels use purlins to brooe TC 0 24" OC. 1.00 plate duration Faotor used. * * * ** 5 "14 LEFT JIG = 8'7 "3 .PLT. =TYP3 -WAVE 3X4 146 mph wind, 26.50 ft mean hot ASCE 7 -02 CLOSED bldg, not Iodated within 4.5 • • ••• • F4 Pram ••dtf edge, CRT II, EXP 0, wind TC OL =5.0 psf, wind BC OL=3.0 psF. •• •• • • • •• •• • •.• • • • •CgmFJbn)nt: and cladding wind pressures considered for uplift collouts. • • • ••• • • •i• i iD ®F I ece I •ri•neets L/360 live and L/240 total [cod. • • • • • • • ••• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• ••• 12 4 V • •••• • • • 5'6 "4 •• • • •• ••• •• • • • • • • • • • ••• •• Rv =236# U1309# NAILED (3) /6dVA./ 2'0 "10 1.5X4 8'0 "10 Rv =699# U =647# ' W =8" x 3X4 \fl/ /G oil /W.1 Rv =49# U =180# NAILED FBC /TPI2002 (STD) CR /RTa1.00 (1.25) /10 ( 0) QTY= 19 TOTAL= 19 FEB 0 8 2007 REV. MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. Medley, FL 33188 (306) 883 -6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PLATE INSTITUTE, 583TD'ONOFRIO(HANDLING . TEN200, INSTALLING AND 53719)) FORSSAFETTY PRACTICES TOP CHOHALL PROPERLY ATTACHED PERFORMING ANONBOTT MTCHOROSSHALLIHAVEQA PROPERLY RD CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY OEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. RPPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA W36205 3320 PROWCK ROAD WESTON, FL 33331 RIGHT JIG = 8`1"14 7.26.0608.21 SCALE =0.7500 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsF' REF 20.OpsF' DATE 02 -08 -2007 lO.OpsF DRWG O.OpsF' 60.OpsF 0/A LEN. 8 DUR FAC. 1 .33 SPACING 24 TYPE JACK Equivalence of Product Standards Certified By Sections from the Code 1707.3 2314.4.4 Product Approval ethol Method 1 Option C Date Date V Date Pending FBC Approval Date Approved 10/30/2003 10/31/2003 11/04/2003 11/19/2003 FEB 2 1 2007 Y _.. Summary of Products Go to Page 1 _ Page 1 / 2 FL # Model, Number or Name (Description 1819.1 0BN264 Breakfast Nook Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions . " ". Verified By: •••• Evaluation Reports " . • • •• PTID 819 T NER532.pdf,•.••, • •••• •• • • • • • '..•• • •• 819.2 11BN284 jFBreakfast Nook Hanger •••••• • Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions, :' �••• Verified By: • '•...• Evaluation Reports :,.••• ,.� • • • 819.3 GTU 100 GIRDER TRUSS HANGER Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 819.4 I GTU40 GIRDER TRUSS HANGER Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Installation Instructions Verified By: Evaluation Reports • • • • • • • • • • • • • • • • Other: Design Pressure: +/- GIRDER TRUSS HANGER 1819.5 GTU80 Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 819.6 HGA10 HURRICANE GUSSET ANGLE Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- i Other: Installation Instructions Verified By: Evaluation Reports 1819.7 IIHGAM10 HURRICANE GUSSET ANGLE Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 819.8 HTH324 -18 HIP- JACK CONNECTOR • • •• • Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: • Installation Instructions • • Verified By: •••' : Page 7of11 National Evaluation Report No. NER-532 Table 2 - GTU Series Stock No. Minimum Vertical Size Steel Ga. Dimensions (in.) Fastener Schedule Allowable Loads (lbs.) Wr W2 H 0 Supporting Member' Supported Member 2 Direct Load Uplift Load Oy Bolt Qty Nall 100% 115% 125% 100% 133% 160% GTU40 GTU80 GTU100 2 x 6 2 x 6 2 x 8 7 7 7 3 114 47/8 7 51/2 5112 8 221/2 251/2 251/2 6 6 6 5 6 6 3/4 3/4 3/4 2 2 2 3/4 314 314 8 5 8 10d 10d 10d 7110 9245 9240 7110 10630 10625 7110 10665 10685 6250 6410 6410 6250 8545 8543 6250 10000 10000 FOR SI: 1 nch = 25 4 mm,1 Ibf = 4.45 N,1 pal 6 8g kPa nominal 2 x 8 2 x 8 for HSU70� 1 The Supporting Member is defined as the vertically aligned Southern Yellow Pine Lumber (6=0.555) web of a minimum two -ply plated -wood truss. 2 The supported member shall be so constructed as to have a vertically algnod Southern Yellow Pine (G=0.55) member for the two bona to pass through with a minimum 1 -112 inch edge and 5-1/4 Inch and distance. 3 This series was previously fisted as HSU. Figure 2 - GTU High Uplift Girder Truss Hangers • • • • ...• • . • •• • .. • • • • •• • .1 • • • •. •• • • • • • • • • • • • • .....• • • • • • • • • • • •••• • . • • • • • • • .. • • • BcIS Home Log In ± Hot Topics Submit Surcharge Stets & Facts Publications FBC Staff ; B NO. Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Validated By FL821 New 2004 Approved United Steel Products Conuggy • • 703 Rogers Dr %re ••1 •••• Montgomery, MN•56O69 :'• '. (727) 536- 7891.2tt 152 yM rlutz @gibraltari ;Vg •, • 1110 • • • • • • robert lutz • • rlutz @gibraltari com • • • • • • • • • • .. • • •••. • • •••• Structural Components Wood Connectors Anchors ••• • •• •• • • • • • • • • • • • • • Evaluation Report from a Product Eval National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. • Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761 ASTM D1761 1707.3 2314.4.4 Product Approval Method Method 1 Option C Date Submitted 10/30/2003 Date Validated 10/31/2003 Date Pending FBC Approval 11/04/2003 Date Approved 11/19/2003 ▪ •••• • • • • ▪ • • • Summary of Products Go to Page 4 •• • • • • • •• • • • • • • • • • •.•• FL # Model, Number or Name iDeic!ftion• • , •• 821.61 IISPT4 OSttfd plate Tie Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: In$tafla'ltion Instruction Verified By: •••••• ••• .. Evaiasatron RV Qrts ' 1821.62 SPT6 Stud Plate Tie Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports Stud Plate Tie 821.63 SPT8 Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Installation Instruction Verified By: Evaluation Reports • • •.•• • • • •••• • •..• • Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Verified By: Evaluation Reports 821.71 STAD8 Strap Tie Anchor Down J Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports 821.72 ISTAD8RJ Strap Tie Anchor Down Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports Q 821.73 THDH210 -2 Face Mount Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Iitruction Verified By:'...' • •' Evaliaa$ ion "%pelts • •• • •, • • • • • •..• •• 1821.74 IITHDH210 -3 FaT loeint H;e tger .. Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: , Design Pressure: +/- Other: Instal etion Instruction Verified•By: ••••. " Ev *futon Rdl ats %. • �•� • • • 821.75 HTHDH26 -2 11Face Mount Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports 821.76 1THDH26 -3 Face Mount Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Installation Instruction Verified By: Evaluation Reports • • • ••• • ••• •••• • • • • • Page 18of19 NER -608 — THDH Joist Hanger 3 Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule 12 Allowable Load (Ibf) W H D Header Joist FC1= 460 Ibffin2 Fc1= 625 Ibffin2 Uplift Qty Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% THDH26 -2 12 3- 7/16 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330 4710 2235 2235 THDH28 -2 12 3 -7/16 7 -1/8 4 36 16d 10 16d 6260 7145 7285 6260 7200 7825 2665 2665 THDH210 -2 12 3- 7/16 9-1/8 4 46 16d 12 16d 7215 7470 7640 7910 8260 8260 3490 3490 THDH46 12 3- 9/16 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330 4710 2235 2235 THDH48 12 3 -9/16 7 -1/8 4 36 16d 10 16d 6260 7200 7825 6260 7200 7825 2665 2665 THDH410 12 3- 9/16 9-1/8 4 46 16d 12 16d 7910 8260 8260 7910 8260 8260 3490 3490 THDH26 -3 12 5 -1/8 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330 4710 2235 2235 THDH28 -3 12 5-1/8 7 -1/8 4 36 16d 10 16d 6260 7200 7825 6260 7200 7825 2665 2665 THDI-1210 -3 12 5-1/8 9-1/8 4 46 16d 12 16d 7910 8260 8260 7910 8260 8260 3490 3490 SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibf/1n2 = 689 kPa 1 psi = 6.89 kPa. 1. A 16d nail is 3-1/2 inches (89 mm) long and 0.162 (4.1 mm) inches in diameter. 2. 16d nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. 3. The allowable torsional moment capacity for these connectors shall be 4457 inch -Ibf (504 N-m). 16 d COMMON NAIL • • • • • •• • • ••• • • • •••• • •• • • • • • • • •• •••••• WADER • • JOIST NAILS 450 Figure 14* - THDH Joist Hanger HEADER NAILS THDH HANGER (TOP VIEW) JOIST • • • • • • • Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application! Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Validated By Certificate of Independence Referenced Standard and Year (of Standard) FL818 New 2004 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 ext 152 rlutz @gibraltarl.com robert Iutz rlutz @gibraltarl.com Structural Components Wood Connectors Anchors • • • •• •• • • •0•• • • • • •• •• • • • • • • • • • • •. • • • • •••• •• • • • • • • •• • •• • • • •• • • • • • • • • •••• ••• • • • Evaluation Report from a Product Evaluation Entity National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. Standard ASTM D1761 ASTM D1761 Year 1988 1988 Equivalence of Product Standards Certified By Sections from the Code 17073 2314.4.4 Product Approval Method Method 1 Option C Date Submitted 10/30/2003 Date Validated 10/31/2003 Date Pending FBC Approval 11/04/2003 Date Approved 11/19/2003 Summary of Products FL # °Model, Number or Name VDescription 818A CLPBF 'BUTTERFLY HANGER' Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +1- Other: Installation Instructions Verified By: •••e•• •..• •+ Evaluation Reports : ••• PTID 818 T NER510.pdf " • :•••,• .a • •••• •• • ._ s 818.2 IIHCPLL Hurricane / Seismic Anch96.... • • • Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructior4S •• • Verified By: • • •••• . Evaluation Reports • ••,..• • • • • • • • ••• • e • •• 818.3 IIHCPLR Hurricane / Seismic Anchor Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 818.4 IHCPRS3 Hurricane / Seismic Anchor Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Installation Instructions Verified By: Evaluation Reports Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Verified By: Evaluation Reports Back Next DCA Administration • • • •• •• • • • • • • • • • • •• • Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Suncom 277 -1824, Fax (850) 414 -8436 © 2000 -2005 The State of Florida. All rights reserved. Copyright and Disclaimer • • • • • • • • ••••• • • • • •••• • • •••• • • ••• • • • • • 01 818.12 QHUS26 (Slant Nail Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 818.13 HUS28 Slant Nail Hanger Limits of Use (See Approved for use Approved for use Impact Resistant: Design Pressure: Other: Other) in HVHZ: outside HVHZ: +/- Installation Instructions Verified By: Evaluation Reports 818.14 1ISGP2 I LNSION TIE Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: • • • • • Evaluation Reports : •'• •• • • • • ■ •••••• • • •• • • •••• •• • • - Back Next DCA Administration • • • •• •• • • • • • • • • • • •• • Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Suncom 277 -1824, Fax (850) 414 -8436 © 2000 -2005 The State of Florida. All rights reserved. Copyright and Disclaimer • • • • • • • • ••••• • • • • •••• • • •••• • • ••• • • • • • 01 Page 10 _of 10 National Evaluation Report Mc). NER -510 Table 6 = HUS Series For SI: 1 Inch = 25.A nun,1 Ibf = 4.45 N,1 psI 6.89 1 A 16d naP Is 31/2 Inches long and 0.162 kxfie s In d•emeter, 2 The 16d nails driven into the Joist shell be Installed at 3011345 degrees tmraontatly toward die header. 3 Uplift loads Include a 33113% or 60% Increase for wind or seismic Toad conditions. No further increase shalt be permitted. Figure 6 • • • • • •• • •••••• • •••• • • •• •••• •• •• •• • • • • • • • •• • • • • •• •• • • • • • • • • •••• • • • • • • •••• • • • • ••• • • • •• • •• • •• L6P Stock Number • Steel Ga. Hanger Dimensions Fastener Schedule' Allowable Loads ibs_) W •H D Header Joist Fc, = 460 psi Fr„, = 625 psi Fc, = 675 psi Uplift2 (in.) (in.) (in.) Qty Type Qty Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% HUS26 16 15/8 5 7/16 3 14 16d 6 16d 2590 2975 3080 2590 2975 3235 2590 2975 3235 1925 1925 HUS28 16 1518 7 3/16 3 22 16d* 8 16d 3145 3310 3415 3890 4050 4160 3900 4275 4345 2570 2570 HUS210 16 15/8 9 3/18 3 30 16d 10 16d 3415 3615 3750 4160 4360 4495 4385 4585 4720 3205 3205 HUS175 16 113/16.511/32 .3 14 16d 6 16d 2590 2975 3235 2590 2975 3235 2590 2975 3235 1925 1925 HUS177 16 1 13/16 7 3/32 3 22 16d 8 16d 3490 3655 3760 3900 4345 4345 3900 4345 4345 2570 2570 HUS179 16 1 13/16 9 3/32 3 - 30 16d 10 16d 3760 3960 4095 4625 4830 4965 4890 5090 5225 3205 3205 For SI: 1 Inch = 25.A nun,1 Ibf = 4.45 N,1 psI 6.89 1 A 16d naP Is 31/2 Inches long and 0.162 kxfie s In d•emeter, 2 The 16d nails driven into the Joist shell be Installed at 3011345 degrees tmraontatly toward die header. 3 Uplift loads Include a 33113% or 60% Increase for wind or seismic Toad conditions. No further increase shalt be permitted. Figure 6 • • • • • •• • •••••• • •••• • • •• •••• •• •• •• • • • • • • • •• • • • • •• •• • • • • • • • • •••• • • • • • • •••• • • • • ••• • • • •• • •• • •• L6P sCIS Home ; Log In ': Hot Topics Submit Surcharge Stets & Facts Publications Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality. Assurance Representative Address /Phone /Email Category Subcategory Compliance Method FL6223 New 2004 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN•560669 (727) 536 -7891 ext 152 rl u tz@ g i b ra tta r l. eon ' ..••• robert lutz .•••• rlutz @gibraltor1.cb1V • • •. • • •• • Structural Components Wood Connectors • • •• •. • • •• • • •• • • • • • •• • • •••••• • • •••• • • •••• ••• • •• •••••• •• • 000000 • • ...... • • • • 00000 ...... • • • 000000 • • ...... • • Evaluation Report from a Florida Regis Licensed Florida Professional Engineer Evaluation Report - Hardcopy Rea Florida Engineer or Architect Name Terrence E. Wolfe who developed the Evaluation Report Florida License PE -44923 Quality Assurance Entity Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved PFS Corporation Joseph Demidovich FL6223 RO COI FET Letter of Cert. PC Standard ASTM D1761 Florida Building Code Method 1 Option D 03/13/2006 03/14/2006 03/15/2006 03/23/2006 • • • • • •• • •••• • • •••• •. • • • • Summary of Products 000000 • • •• ...••. • • ••.••• • • .•••• • ••.• • • 00000 .••.•. • • • .••... • • 000000 • • FL # Model, Number or Name �Descci*ion ... •,.. 6223.1 IGTWS Girder Truss Connector i GTW�ZI;, iTWS3T�Gl WS4 . •• • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: GTWS2T Dead /Live Allowable Design Load =12468 LBS Uplift Allowable Design Load =9298 LBS; GTWS3T, GTWS4T Dead /Live Allowable Design Load= 12468 LBS Uplift Allowable Design Load= 12493 LBS Inst4Nl4tidn Ins pection FL6223 Rb II 6 Ins FL62�3••R� II “L-WS Tet Verified By: Terrence•E. A Evaluation Reports FL6223 RO AE GTWS Ar 6223.2 HTWM Strap Tie HTWM16,HTWM20 Strap " HTWM16,HTWM20 Strap - Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: NJA Other: HTWM16,HTWM20 Strap Tie, Wood to Masonry Uplift Allowable Design Load= Installation Instruction FL6223 RO II HTWM In$ FL6223 RO II HTWM Te: Verified By: Terrence E. I Evaluation Reports FL6223 RO AE HTWM Ai .•••• • ••.• • • 00000 .••.•. • • • .••... • • 000000 • • 111326LBS; HTWM16, HTWM20 Strap Tie, Wood to j Concrete Uplift Allowable Design Load= 1331LBS 1116223.3 11 i; HUGT Girder TieDown HUGT2,HUGT3,HUGT4 Gir Sloped Application); HUG Girder Tiedown ( sloped A 8:12) 'I Limits of Use it Approved for use in HVHZ: Yes Iii Approved for use outside HVHZ: Yes Impact Resistant: N/A I Design Pressure: N/A Installation Instruction FL6223 RO II HUGT Ins FL6223 RO II HUGT Tes Verified By: Terrence E. } Evaluation Reports FL6223 RO AE HUGT An Other: HUV I 2,HUGl3,HUGT4 Girder Tiedown Ili (Non - Sloped Application) Uplift Allowable Design Load =10055LBS; HUGT2,HUGT3,HUGT4 Girder li Tedown ( sloped Application 3:12 to 8:12) Uplift Allowable Design Load= 9860LBS 6223.4 MSH213 -SK45 MSH213 -SK45 Strap Han Limits of Use Approved for use in HVHZ: Yes I Approved for use outside HVHZ: Yes Impact Resistant: N/A ,i Design Pressure: N/A Other: MSH213 -SK45 Strap Hangars, Face Mount Dead /Live Allowable Design Load=1768LBS Uplift Allowable Design Load= 1730LBS; MSH213 -SK45 Strap Hangars, Top Mount Minimum Nailing Dead /Live Allowable Design Load= 1562LBS Uplift Allowable Design it Load= 413LBS; MSH213 -SK45 Strap Hangar, (Top Mount Maximum Nailing Dead /Live Allowable Design Load= 1811LBS Uplift Allowable Design Load= 413LBS Installation Instruction FL6223 RO II MSH213- FL6223 RO II MSH213 -` Verified By: Terrence E. A Evaluation Reports FL6223 RO A$1213, ��•• •• ' ' " "•• • ■ • '••••• • ' •••• • •••• • • • •••••• :,••;• •••••' • •••.•� • •_••• • 6223.5 RFUS RFUS Air) ifP GirdtrTier (Wl _ Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Uplift Allowable Design Load= 5100 LBS. Installation Instruction FL6223 RO II RFUS Det Verified By: Terrence E. 1 Evaluation Reports FL6223 RO AE RFUS An 1 6223.6 - IRUSC RUSC Uplift Girder Tie (W j Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Uplift Allowable Design Load= 6800LBS Installation Instruction FL6223 RO II RUSC Det Verified By: Terrence E. 1 Evaluation Reports FL6223 RO AE RUSC An • • ••••• • ••••• • • • ••••• •••••• • •• ••••• • • •••••• • • 6 1/ 13 1/4' MBOSS ON BOTTOM 13 1/4' 0 0.180 X 0.180 DIAMOND (2) 28 1/8' FORMED VIEW RIGHT SHOWN LEFT OPPOSITE EMBOSSMENT DETAIL 13 1/4' 0 .164 X 0.328 SLOT (7) USP MSH213R • • • • • • • 0000 • • 0000 •.• • • 000 • 0000 • • 0000 • • 000• .• • • • •• • •• • • • • . •0 • 00000 1 3/4' FLAT LAYOUT 0.045 MIN. BEND RADIUS 0.090 MAX. BEND RADIUS 0 .164 ±.001 PUNCH (23) ALL DIMENSIONS ARE ±1/32 EXCEPT WHERE NOTED ••• 00 • •. • 00 0• 000 • • • 0.0. • 0000 • • • • 00. • • .00 ..00 • • • 0000 • •000. • UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 1 9/21/05 REVISED BORDER R ADDED EMBOSS KL DATE MAT'L' ECG PO. REVISIDI BY NAND MSH213 SK45R 18 A653 GR33 G90 DR. BY KL DATE: 9/21/2005 ARV. NO. SCALE: N.TS APPD. BY DATE: NOTICE+ The drawing and the ideas shown thereon are the exclusive property of United Steel Products Co., and are not to be used or reproduce° whole or part without the written consent of United Steel Products DVG. N0. Co. MSH 213 -SK45R 1 -1 EMBOSSMENT DETAIL USP MSH213L FORMED VIEW LEFT SHOWN RIGHT OPPOSITE EMBOSS DN BOTTEM 13 1/4' 28 1/8' 0 0.180 X 0.180 DIAMOND (2) 45' +3° 13 1/4' 0 ,164 X 0.328 SLOT (7) • •. • • •. 00• • •• ••• •••. • • • •••• • • •• ..0• •• • • • •- • • 0 0• • • ••0• so •• • • • • 0 •f •0 .• •.•• 0 •• • 6 1/8' 4 7716' ••• 3/4' 0••• • 1 3/4' FLAT LAYOUT 0.045 MIN. BEND RADIUS 0.090 MAX. BEND RADIUS 0 .164 ±.001 (23) PUNCH (23) • • •• ALL DIMENSIONS ARE ±1/32 EXCEPT WHERE NOTED • 00 • •.•0 • .•• • ••• .0000 • • • ...•• UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 1 9121/05 2EVISED BORDER & ADDED EMBOSS KL NO. DATE ECU NO. REVISLW BY NAMED MSH213 SK45L MAT1� 18 A653 GR33 G90 DR. WI KL DATES 9/21/2005 SCALE] M.T.S APPD. BY DATE, NOTICES The drawing and the ideas shown thereon are the exclusive property of United Steel Products Co., and are not to be used or reproduced whole or part without the written consent of United Steel Products DWG. MI. co. MSH 213 -SK45L 1 -1 • .•.•• • Force Engineering & Testing Inc. 2405 A S. Houston Ave. Suite 500 Humble, Texas 77396 Phone: (28!) 540 -6603 Fax: (281) 540 -9966 MSH213 SK45 STRAP HANGARS, FACE MOUNT ALLOWABLE DESIGN LOADS PER HANGAR: DEAD /LIVE ULTIMATE LOADS ALLOWABLE LOAD- 118 -INCH DEFLECTION DEAD /LIVE 5835. 5467.5 5302.5 1768 4270 4345 4090 I UPLIFT 2357.5 i 2190 I 2210 730 2875 2620 2875 ALLOWABLE DESIGN LOADS PER HANGAR: DEAD /LIVE 1768 LBS UPLIFT i 730 I LBS TEST MATERIAL: JOIST: 2" x 12" Douglas Fir HEADER: Double 2" x 12" Douglas Fir ATTACHMENT: TO JOIST: (6) 10d x 1 -1/2" long, .148" Dia. TO HEADER: (22) 10d Common, 3" long x .148" Dia. References: Stork Twin City Testing Corporation Project Number 30160 05 -70120 Date: September 28, 2005 • • • • • •• • 000000 • •0.0•• •••• • • •.•0 •• • •00••• • • • • • • • • • • • •• • •••• • • •••• •• • • • • • •• • • • • • • • • • •• • • 0••00• • • •••0 • • •••• .•• • �•`tt�' -•. • E N •. . . • y • w EOF. •0.000 • • • 00••00 • • 000000 • • •.•.• • • •.00• •0••00 • • • •.000• • • ..•... • • Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Validated By • Certificate of Independence FL822 New 2004 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 ext 152 rlutz @gibraltarl.com robert lutz rlutz @gibraltar1.com Structural Components Wood Connectors Anchors • • • • • •• • • •••••• •••••• • • •• •• 000000 • • • • • • • • • • •• • • • •••• •• •• • • • •• • •• • • • • • • •• • • •••••• • • • • •••• ••• • • • •• Evaluation Report from a Product Evaluation Entity National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. Referenced Standard and Year (of Standard Standard) ASTM D1761 ASTM D1761 Year 1988 1988 000000 • • • •••••• •••••• • • • ••••. •••••• • • • 000000 • • •••••• • • Equivalence of Product Standards Certified By Sections from the Code 1707.3 2314.4.4 Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved 10/30/2003 10/31/2003 11/04/2003 11/19/2003 Summary of Products Go to Page 14 0 0 0 Page 14 / 31 LL # Model, Number or Name (Description 822.261 LBH7195 QBeam Hanger -•.. Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction4 . ••••• Verified By:. .••• • •• . • •• Evaluation Reports •••••• " •• •••••• •"•..• • • •• • ,-- - -- • • 4. 822.262 QLSTI22 STRAP TIE ,••:•: • Limits of Use (See Other) Approved for use in HVHZ: for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: _ Installation Instructions. • .••••. •••• Verified By: • • • . Evaluation Reports ••` •Approved 822.263 LTS19 TTENSION TIE Limits of Use (See Approved for use Approved for use Impact Resistant: Design Pressure: Other: Other) in HVHZ: outside HVHZ: +/- Installation Instructions Verified By: Evaluation Reports TENSION TIE 822.264 11LTS20 Installation Instructions Verified By: Evaluation Reports • Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: �••••• • • • •••••• • • •• • • • •.••:• • • 000000 • • 000000 • • Design Pressure: +J- Other: 11 I 1 TENSION TIE 822.265 LTS20B Installation Instructions Verified By: Evaluation Reports 1 Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: 1822.266 IIMP3 Framing Angle Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 1MP5 11Framing Angle 1822.267 Limits of Use (See Approved for use Approved for use Impact Resistant: Design Pressure: Other: Other) in HVHZ: outside HVHZ: +/- Installation Instructions Verified By: Evaluation Reports •••• •• • .• • -• . - • 1822.268 1.MP7 Framing Angle •••••• ,� • Limits of Use (See Approved for use Approved for use Impact Resistant: Design Pressure: Other: Other) in HVHZ: outside HVHZ: +J- Installation Instructions •• • Verified By: ••.••e • •• Evaluation Reports •••••• • • • O • • ••••� • • - • "' Framing Angle '• ' •.• • L822.269 1tMP9 Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports 822.270 1MSH1713 OStrap Hanger Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instructions Verified By: Evaluation Reports lStrap Hanger 822.271 MSH1718 ` ••••• • • • .•..• • • • • • • 00000 000000 • •• ••• *•. • • 000000 • • Page 27 of 45 STOCK NO. STEEL GA. MP3 MP5 MP7 MP9 18 18 18 18 DIMENSIONS (in_) Width 2'/4 2'/4 2'/4 Length 33/8 45/8 57/8 67/8 SI: 1 inch = 25.4 mm, 1 pound = 4.45 N 1. MP Framing Clips are fabricated at 100 degrees and are permitted to be adjusted one time to between 45 and 135 degrees. 2. Load values are per angle, and may be doubled if installed in pairs. permitted. 3. Loads have been increased 33'/3% and 60% for wind or seismic Toads. No further increase shall be 4. Loads are for 10d common nails with a 15 /s inch minimum penetration into wood. 5. if installed on both ends of a single joist, the MoP framing nor framing angle' stalled ialpairs. opposite sides of the joist. Alternatively, wood blocking shall be installed to prevent rotation TABLE 7 MP' SERIES FASTENER SCHEDULE Header 3 - 10d 4 - 10d 5 - 10d 6 - 10d Joist 3 -10d 4 - 10d 5 - 10d 6 - 10d N$iIIUItdl t -vo..a .... .... .._r _ ALLOWABLE LOADS' w (Ibs) 100% 115% 125% 335 385 420 450 515 560 133% 450 600 160% 485 715 560 645. 700 745 895 670 775 840 895 1075 FIGURE 7 •••• • • • • •••• • • • • • •. • ••• • • •••••• • • •• 0000•• • • • 0000•• • •••••• •••• •• • • • ••.• • •• OOOOO . • • • • • • •.•••• •• •• • • ••••• -• • • • • • • •••• • • • • • • • • •00.00 •••• • ••• • • • BCIS Home Log In Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff B Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Validated By FL818 New 2004 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 pct 1.52 rlutz @gibraltarl.r'oe •••••• robert lutz •••• rlutz @gi bra ltar1.clom. • •• •• •. .. • •••• • • •• • •. • • •• • • • • •••••• •••••• • • • • • • • •• • Structural Components Wood Connectors Anchors • • • • •••• • • • •• Evaluation Report from a Product Eval National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. • • • • • • • .•... • • ••••• • • • • • • • National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703/931-2187 www.nateval.orq Fax: 703/931 -6505 ICC INTERNATIONAL CODE COUNCIL,. NATIONAL EVALUATION REPORT Report No. NER -510 Re- Issued May 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: EVALUATION SUBJECT: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 -1324 800 -328 -5934 info@ USPconnectors.com www. USPcon nectors.com • • USP LUMBER CONNECTORS •.,•: ....•• ••. • • ..•• •• • • • • • • •• • •••• •• • • .. • • . • •••• • •• • • • • • ••.••. • • • • •.... • • •• •• • • • • ..•••• • • • • •... • • • • • • .• • ••. • • Page 1 of 10 Copyright© 2003, National Evaluation Service, Inc This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specffically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. • • Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761 ASTM D1761 1707.3 2314.4.4 Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved 10/30/2003 10/31/2003 11/04/2003 11/19/2003 Summary of Products • •••• • FL # RModel, Number or Name IIDestription • • • • • 818.1 IICLPBF IBUTWIFJ,Y HANGER Limits of Use (See Other) Approved for use in HVHZ: II Approved for use outside HVHZ: Impact Resistant: Insttitatipn I46triction: VerifiGt?By: , Eva MLfaattir n Reports PTI13•8.1.8 T NER$10.pd1 Design Pressure: +/- Other: • • • • ••• • • • •••• 818.2 IHCPLL iHurricane / Seismic,4nchc Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports 818.3 OHCPLR Hurricane / Seismic Anchc Limits of Use (See Other) Approved for use in HVHZ: Approved for use outside HVHZ: Impact Resistant: Design Pressure: +/- Other: Installation Instruction Verified By: Evaluation Reports u • • • • ••••• • ••.• • • •••• • • • • • • • Page 5 of 10 National Evaluation Report No. NER -510 Table 1 — CLPBF Series .toLSt sbs' Stock No. del Ga. Dimension (in.) Fastener Schedule Allowable Loads (Lbs.) W H D Header Joist 100% 115% 125% U 133% 160% 2x4 CLPBF 18 1-0116 212 212 (12)6d (3)6d 900 950 950 300 360 (12)6d (6)6d 900 950 950 600 720 (12)8d (3)8d 950 950 950 380 460 (12)8d (6)8d 950 950 950 710 855 Notes: 1,2, 3,4, 5,6 Values based on 1-1/2"thidness. Figure 1— CLPBF Butterfly Hanger • • • • • • •••• • • • • •••• • • • ... • •• • • • • • • • • • GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to S1!•7 -1 Di.- .. , •• p . �. Handling. Installina & Bracing, of Metal Plate Connected Wood Tr1! for more detailed information. Truss Design Drawings may specify locations of permanent bradng on individual compression members. Refer to the BCSI -B3 Summary Reinforcement for more information. All other permanent bradng design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ningun modo que identifique Ia frecuenda o localizaton de los aniostres (bradng) temporales. Use las recomendadones de manejo, instaiadon y arriostre temporal de los trusses. Vea el ftIIOIQ 818t 1 -03 Guia de Buena Practice Dare el Manejo. Instaladon Places de Metalpara pars mayor informadon. LDS dibujos de disefio de los trusses pueden espedfcar las localizadones de los arriostres pennanentes en los miembros individuales en compresion. Vea la hoja rsTimen .a, -B ...r . ,I 'J[.: ..= ,m•nsuc: c_r -[At .- miembros se undarlos (webs) pars mayor information. El resto de arriostres permanentes son la responsabiiidad del Disenador del Edifido. The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resulted° de un manejo, instalacion y arriostre inadecuados, puede ser la caida de la estructura o aGn peor, muertos o heridos. Trusses 20' or less, support at peak. Levante del pico los trusses de 20 pies o menos. (71 Trusses 30' or L.! less, support a quarter points. Levante de los cuartos de trarno los trusses de 30 pies o menos. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO 2 This bracing method is for ail trusses except 3n2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todc. trusses except° :r asses de cuerdas paralelas Ty 2. r. HOISTING — LEVANTAMIENTO 171 Hold each truss in position with the erection equipment until temporary bracing is installed and Ll truss is fastened to the bearing points. Sostenga cada truss en position con la grua hasty que el arriostre temporal este instalado y ei truss asegurado en los sobortes. Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Maximum lateral brace spadng 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords Truss Span Top Chord Temporary Lateral Brace ( TCTLB) Spacing Longitud de Tramp Espaciamient o del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasty 30 pies 10 pies maxima 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maxim° 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maxim° 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maxim° *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. permanente de The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed infommacion. on vertical webs in line with the support. Banding and truss plates have sharp edges. Wear to gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen hordes afilados. Use guantes y lentes protectores cuando torte los empaques. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Ell See BCSI -B2 for TCTLB options. 1J Vea el BCSI: -B2 para las opciones de TCTLB. y`• Tolerances for Out -of- Plane. — Tolerancias pare Fua_ra- de- Plano. LL�� Max. Bow Max. Bow Lenoth Length I 19 Max. Bow Tolerancias para Fuera- de- Plomada. QAllow no more than 3" of deflec- tion for every 10' of span. No permita mas de 3 pulgadas de pandeo por cada 10 pies de tramo. Utiiice cuidado especial en dins ventosos o cerca de cables electricos o de aeropuertos. �, Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Repeat diagonal braces. Repita los amostres diagonales. } Set first five trusses with spacer pieces, then add diagonals Pepeat f2.-1 process on groups of four trusses -Intit all trusses are set. Instate los :into pnmeros trusses con espaoadores, iuego `sn srr.scres diagonales. Repita este procedlrrJento en grupos de. cuatr; tr _se- pasta que toads Jos trusses e,._,, irstalados. Spreader bar 1/2 to • 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION �0' Do not proceed with construction until all bracing is securely and properly in place. fi No proceda con Ia construcdon hasta que todos los arriostres Mat ester colocados en forma apropiada y segura. Gyy Do not exceed maximum stack heights. Refer to SCSI -B4 Summary Sheet - Construction Loading for moreymformaljon. No exceee las maximas alturas recomendadas. m�e44 esu,len 8CSI -B4 Carga de Construction para mayor information. •••ate U ••••• L • -1 • l'" ' Check banding Revise los empaques • • L! prior to moving antes de mover los • • • • • bundles. paquetes de trusses. • Pick up vertical• Levante desl�c�ercia• • bundles at the superior loogr s • Avoid lateral bending. — Evite la flexion lateral. Ei • • • •tip chord. • • • • • rticales It trusses. rA TRUSSES UP TO AND OVER 60' _.- TRUSSES HASTA Y SOBRE 60' Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a cada 8 0 10 pies. {� For long term storage, cover bundles to pre- 12-1 vent moisture gain but allow for ventilation. Para a!macen- amiento por mayor tiempo, ct;bra Jos oaauates para prevenir aumento oe nemedad Pero permita'/entilar_iOn. 6A Refer to BCSI -B2 Summary Sheet - Truss Installa- tion lion and Temporary Bracing for more information. Vea el restimen SCSI -B2 - Instalacon de Trusses y Arriostre Temporal para mayor information. Do not walk on unbraced trusses. No camine en trusses sueltos. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuil!S1 • • Place toads over as n. trusse p s d! •� ' 1 • 1 �, iV • L I � ...I r:olaque as cargm scoria to r0 t -" -- C. :,.n 0 ak osol._. • f 7f Position loads a✓er load bearing Tails. • • • • Coloque las per gas >obre ias p,rcde_, so, o`a rate: • • • 4 • .,,,,,,,o,„. ALTERATIONS — ALTERACIONES • /�` 1 Refer to )SCSI -B5 Summary Sheet - Truss Damage, Jobsite Modifications and Installation Errors. Vea el restimen BCSI -85 Danos de trusses. Modificadones en la Obra y Errores de Instalation. 17li Locate ground braces for first truss directly Ll in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las files de arriostres laterales temporales de le cuerda superior Brace first truss well before erection of additional trusses. 10' -15' max. same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ningun miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcdon o han sido alterados sin una autorizacion previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator ti( applicable) are ca- pable to undertake the work they have agreed to do on a particular project, The Contractor should reek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed win put floor and roof trusses into place SAFELY. 1hes0 recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personrrel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It is not intended that these recommendations be interpreted as superior to any design spedflmtlon (provided by either an Architect, Engineer, the Building Designey the ErectioNlrutallaUOn Contractor or other rise) for handling, installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the toss Erection/Installation Contractor. Thus, the Wood Truss Ceondl of America and the Teas Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recomntendadors and information contained herein. DIAGONAL B • , �.CING IS VERY IMP* RTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! WOOD TRUSS COUNCIL OF AMERICA One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 608/274.4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive • Madison, WI 53719 608/833 -5900 • www.tpinst.org Job:(07010395) ,ANDY HOWARD, THE CATE RES / J8CA THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFF Top ohord 2x4 SP #2 N Bot ohord 2x6 SP #2 Webs 2x4 SP #3 :Lt Wedge 2x6 SP #2: SPECIAL LOADS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.00) TC - From 102 PLF at -0.15 to 102 PLF at 8.00 BC —From 20 PLF at -0.05 to 20 PLF at 8.00 BC - 750 LB Como. Load at 1.84 X4 (Al) C=3 5i=NE oae CO 4-t+o 3X5 12 4 V' 5'6 "1 146 mph wind, 26.50 Ft mean hot ASCE 7-021 CLOSED bids, not located within 4.5 • • •• •.• •f t om eoei:%dge, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL,-3.0 psf. • • : : : :m4onenls qbd oladding wind pressures considered For uplift oallouts. • • s • s Is • lieu of S+Ilhuctura I panels use pur l i ns to brace TC ® 24" OC. Deflection meets L/360 live and L/240 total load. • • * *le** 1.s(! Plbt$ duration factor used. * * * ** • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • • ••• •• • • • •• ••• •• • • •• • • • • • • • • • • • ••• •• Rv =227# U =300# NAILED (33 !L .1A/ArLJ X4 3X4 8'0 "10 1150# W =8" LEFT JIG = 8'7" TAG . P TY. -WAVE 6'2" co C) iL 1 (3) 1C est, (cs -8# U =180# NAILED FBC /TPI2002CSTO) Cq /RT =1.00(1.25) /10( 0) OTY= 2 TOTAL= 2 FEB 11 8 2007 RIGHT JIG = = 8' 1 4 01 REV. 7.26.0608.21 SCALE = 0.5000 MARTINEZ TRUSS 00.,1N0: 9280 N.W. South River Dr. Medley, FL33168 (306)883.6281 **WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING1 HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONSS. SUUNLESSOOTHERWISE,INDICATED9) TOPRCHORDTSHALLLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY RTTACHEO RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FRILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS. PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI I-1995 SECTION JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 836205 3320 PADDOCK RORD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC. 30.OpsF' REF 20.OpsE' DATE IO.OpsE' DRWG 0.OpsF' 60.OpsF' 0/A LEN. 1.33 02-08 -2007 II SPACING 24.0" TYPE JACK Job :107010395) ,ANDY HOWARD, THE CATE RES / J6 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & OIMENSIONS)SUBMITTEO BY TRUSS MFF Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purllns to brace TC ® 24" OC. 1.00 plate duration factor used. * * * ** 12 4�/ 3X4 in (NI 5 "14 146 mph wind, 26.50 ft mean hggt, ASCE 7 -02, PART. ENC. bido, L000ted anywhere i • • ••• s`ool, CAC i p EXP C, wind TC OL-5.0 psf, wind BC OL =3.0 psf. •• •• • • • •• •• • • • • • • imaor3en�'s 4nd cladding wind pressures oonsidered for uplift callouts. • • ••• •DorSeotion•iebts L/360 live and L/240 total Toad. • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • •- • • • • • • • • ••• ••• ••• • • 3'2"4 • •• • • • •• ••• 00 • ••• • • • • •• • • • • • •• • • • • • ••• •• Rv =72# 0'311# NAILED LEFT JIG = 6'S "15 0 PLT. °TYP8 -WAVE 2'0 "10 6'O "10 2X4 Rv =702# U =1289# W =1'4" FBC /TPI2002 CSTD) CA /RT =1.00I .25) /10 C 0) QTY= 2 TOTAL= 2 (3) 4 d ,'atcJ in n \ N N �\ "MJ "J I2) 4 d,.' iii Rv = -35# U =180# NAILED FEB 0 8 2007 RIGHTS JIG° 801675 REV. 7.26.0608.21 SCALE = 1.0000 MARTINEZ TRUSS CO.,1N0 9280 N.W. South River Dr. Medley, FL. 33166 (306) 883-6281 • *WRRNING *• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PLATEAINSTITUTE, TO SUITEN200, MADISON,�WI. 5371S)) PUBLISHED PRACTICES PROPERLY ATTACHEDNSTRUCTURALNPANELS ANDNBOTTOMTCHORDSSHALLIHAVE0A PROPERLYDATTRCHEDARIGID CEILING. •*IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTRLLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MAOE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED 01, THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESI N R. PER ANSI /TPI 1 -1985 SECTION 2. JOHN A. ILTER REGISTEREO STRUCT. ENGINEER STATE OF FLORIOR 539205. 3320 PRDOOCN ROAD WESTON, FL 33331 TC LL 30.Opsf REF TC DL 20.OpsF DATE 02 -08 -2007 BC DL IO.OpsE' DRWG BC LL O.Opsf TOT.LD. 60.Opsf 0/A LEN. 6 DUR.FAC. 1 . 33 SPACING 24.0" TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / J6A THIS DWG. PREPARED FROM COMPUTER INPUT (LOBOS & DIMENSIONS)SUBMITTEO BY TRUSS MFF Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 In 1Ieu of struoturol panels use purlins to brace TC 0 24" OC. 1.00 plate duration factor used. * * * ** zr 0 N 4 (Al) 12 4 V-- 146 mph wind, 26.50 Ft mean hogt, ASCE 7 -02, CLOSED bldgg, L000ted anywhere in • •• •:• •roof, CAM- ft! EXP 0, wind TC DLm5.0 psP, wind BC DL =3.0 psf. • • : • am4ore4 s and oloddln9 wind pressures considered For uplift oallouts. .• • •oe • • Defheotl!n•rReets L/360 live and L/240 total load. • • • • • • ••• • • • • • . • • • • • • • • ••• ••• •• • • • • • • • • ••• • • • • • • •• • • • • • • • • • • ••• • • •• ••• •• • • • tv54 #180# NAILED (3) /6 d ,J4(S LEFT °JIG 73 6'5 "15 PLT. TYP. -WAVE 1'9 "2 3X4 Rv =470# U =865# W =3" 2'8 "8 6'0"10 1.5X4 Rv =.196# U =627# W =1'4" °FBC /TPI2002(STD) Cq /RT ®1.0001.25)/10( 0) OTY= 2 TOTAL= 2 Rv =30# U =180# FEB 0 8 2007 NAILED RIGHT JIG = 6'1 "15 SEO ° 80087 REV. 7.26.0608.21 SCALE = 1.0000 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. Medley, FL33166 (306) 883 -6261 • *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PLATERINSTITUTEE ,F583TO'ONOFRIOCDR. SUITE 200, MADISON,�WI. 53718)) PUBLISHED TPI RACTICESS PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORO SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS RNO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE • WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GA ASTM R653 GR40 GRLV. STEEL EXCEPT RS NOTED. RPPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 836205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC OL BC DL BC LL TOT.LD 30.Opsr REF 20.Opsf _DATE 10.OpsF' DRWG O.OpsF' 60.OpsF' 0/R LEN. 6 02-08-2007 DUR.FAC. 1 . 33 SPACING 24.0" TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / J6C Top ahord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of struoturol panels use purllns to braoe TC ® 24" OC. 1.00 plate duration factor used. * * ** 4 CA1) 5 "14 1 LEFT JIG = 6'5 "15 TAG . TYP. -WAVE THIS DWG. PREPARED FROM COMPUTER INPUT CLORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR 146 mph wind, 26.50 Ft mean hat, ASCE 7 -02, CLOSED bldg, L000ted anywhere in • •• •.• ••oo�,•CAW �,•EXP C, wind TC OL =5.0 psP, wind BC DL =3.0 psf. • • • • • :��mptontn :s 4-d cladding wind pressures considered for uplift callouts. • • • ••• •D.f•eotienortb %ts L/360 live and L/240 total load. • • • • • • • • • • • • • •' • • • •• • • • ••• • • •• • • • • • • • • • • • • • • • • • • • ••• ••• • • 3'6 "4 Rv =111# U 359# NAILED MARTINEZ TRUSS CO., IN0 9280 N.W. South River Dr. Medley, FL 33166 (306) 8834261 2'0 "10 6'0 "10 C4 N (3) IC d,JalJ I (z.) 16 I0410 1.5X4 Rv =636# U =1148# W =8" FBC /TPI2002 CSTO) Cq /RT =1.00 01.25) /10 ( 0) OTY= 2 TOTAL= 2 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESE FUNCTIONS .SUUNLESSOOTHERWISE MADISON, INDICATED, TOP FOR CHORDTSHALLCHAVES PROPERLY ATTRCHEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �l PROPERLY ATTACHED RIGID CEILING. ■*IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF.20GR RSTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. Rv = -8# U =180# NAILED RIGHTSEOG= 800505 FEB 08 2007 REV. 7.26.0608.21 SCALE =1.0000 JOHN R. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD • OUR FA C 30.OpsF' REF 20.OpsF' DATE IO.OpsF' DRWG O.OpsF' 60.Opsf 0/A LEN. 6 1.33 02- 08- 2007 SPACING 24.0" TYPE JACK Job: (07010395) 'ANDY HOWARD, THE CRTE RES / J4 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR Negative reootlon(e) of -184# MAX. (See below) from a non -wind loud case •• •. •:• •wegml esoyyu(?P'Ft connection. gg Components and oladdin9 wind pressures oonsidered for uplift oallouts: • • • • •1ooF•,pCRS lib, mean DLN3.0bpeg, Located anywhere I d FF • • ••• • • • • ••• OePleotlon meets L/360 live and L/240 total lood. In lieu of structural panels use purl ins to brace TC CI 24" OC. Top ohord 2x4 SP #2 N Bet ohord 2x4 SP #2 N Webs 2x4 SP #3 m 4 (Al) 5 "14 * * * ** • • • • 1.00 plot: duration footor used. * * * ** • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• ••• ••• • • •• • • • •• ••• •• • • • • • • • • • • • • • • • • O • • • ••• •• �RV 1- 664# =180# NAILED LEFT JIG = 4'4"12 TRG = T81 PLT. TYP.-WAVE 3X4 Rv =846# (3) ,+4 I ,laIcs ) /6 d,i *it1 U =1922# 0 W =1'4" Rv = -10+ U =180# NAILED FBC /TPI2002 (STD) Cq /RT =1.00 C1.25) /10 ( O) QTY= 2 TOTAL= 2 RIGHT JIG = 4'2 "1 SEO = 80177 REV. 7.26.0608.21 SCALE = 1.0000 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33186 (306) 883 -6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PLATE TOSPERFORMING3THESEOFUNCTIIONS. SUUNLESSOOTHERWISE' INOICATED9) TOPRCHOROTSHALLCHAAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA RSTM A853 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TH BUILDING DESIGNER. PER ANSI/TPI 1 -1295 IN 2. JOHN A. ILTER REGISTEREO STRUCT. ENGINEER STATE OF FLORIOR 636205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 30.Opsf REF TC OL 2i0. Opsfr DATE 02-08-2007 BC DL lO.Opsf DRWG BC LL O.Opsf TOT.LD. 8O.Opsf' 0/A LEN 4 DUR.FAC. 1 33 SPACING 24.0" TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / J4A Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of struotural panels use purlins to braoe TC El 24" OC. 1.00 plate duration factor used. * * * ** 4 (Al) 0) 5 "14 1 • • (b•• •• •• • • • •: • • • • • • • • • ••• THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFF 146 mph wind, 26.50 Ft mean hdt, ASCE 7 -02, CLOSED bldg, Located anywhere In •'oo6, CAC 4f, EXP C, wind TC OL =5..0 peP, wind BC OL-3.0 psf. • • •• •• • i•Cem :or!eri•Ps and cladding wind pressures considered for uplift callouts. • Oefiectidn'S ets L /360 live and L/240 total load. • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • ••• ••• ••• • ••• • • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • • • 2'3 "8R •• v =68# Ud240# NAILED LEFT JIG 4'4 "12 TAG � T72 MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr. Medley, FL 33186 (305) 883-6261 1'9 "2 4 O-iO 1.5X4 R\=438# U =903# W =3" (3) /6 or ti �- C) Cr) (2) it al ,(N( Rv = -11# U =180# FBC /TPI2002 (STD) Cq /RT..1.00 (1.25) /10 ( 0) OTY= 2 TOTAL= 2 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, , SHIPPING INSTALLING AND BRACING. REFER TO HIB -S1 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTDIONS,. SUUNLESSDOTHERWISE' INDICATEOS )TOPRCHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RNO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDIN DESIGNER. PER ANSI /TPI 1 -1655 SECTION 2. NAILED FEB082007 REV JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 838205 3320 PADDOCK ROAD WESTON, FL 33331 RIGHT JIG = 4'2 "1 7.26.0608.21 SCALE =1.0000 TC LL 30.0psF REF TC DL 20.OpsF DATE BC OL IO.OpsF' DRWG BC LL 0.0psF TOT.LD. 60.OpsF 0/A LEN. DUR.FAC. 1.33 02 -08 -2007 SPACING 24.0' TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / J4C Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purltns to braoe TC 0 24" OC. 1.00 plate duration Faotor used. * * * ** 4 (Al) Zr m T 51 12 4 3X 4 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR 146 mph wind, 26.50 Ft meon hat, RSCE 7 -02, CLOSED bidog, L000ted anywhere In ,• • ••• coots, CRS iP,• EXP C, wind TC DL =5.0 par, wind BC DL =3.0 psF. •• •• • • • •• •• • • • • • • rt°nd Cladding wind pressures Considered for uplift oollouts. • • *s0 • o •D.Flieotien•rf*bts L/360 live and L/240 totol load. • • • • • • • • • ••• • • • • • • • • • • •• • • • • • • • ••• ••• •• • • • •• • • ••• • • • • • • • • • • • • • • • •• ••• •. • • • • • v6 ±61# �• U 18O# •••NAILED • (3) lG , 1141&5 2'0 "10 I�F LEFT JIG = 4'4 "12 TAG = T71 PLT. TYP. -WAVE 4'0'10 0) X \ (z) /6Irole) 2X4 Rv =660# U =1414# W =8" Rv= -104# U =18044 FBC /TPI2002CSTO) Cq /RT =1.0001.25)/10( 0) OTY= 2 TOTAL= 2 NAILED FEB 08Z007 REV. RIGHT JIG = 4'2 "1 SEQ = 80056 7.26.0608.21 SCALE =1.0000 MARTINEZ TRUSS 00.,1N0. 9280 N.W. South River Dr. Medley, FL 33168 (306)883 -6261 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONS4 .SUUNLESSOOTHERWISE'INDICATED, TOPRCHOROTSHALL.HAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM P653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 536205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.OpsF' REF 20.Opsf DATE 10.0psF' DRWG 0.0psF' 60.OpsF' 0/A LEN 02-08 -2007 DUR.FAC 1 33 SPACING 24.0 TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / J2 THIS DWG. PREPRRED FROM COMPUTER INPUT (LORDS & DIMENSIONSISUBMITTEO BY TRUSS MFF Top ohord 2x4 SP #2 N Bo/ chord 2x4 SP #2 N Components Deflection 4 CAI) • • •• *41 and oloddin9 wind pressures considered for uplift oalloutt. • meets L/360 live and L/240 total load. • • • 5 4 4 218# • • • .• • • • • • • • • • ,• • • . •O• • 4100 • • • ** The maxim ' m horizontal reaotion Is 300# ** • • • ••� • :'4 11pR•wirt, 26.50 Ft mean hpt, ASCE 7 -02, PART. ENC. bldg, Located anywhere sello , Cf3T Id, EXP C, wind TC 0L =5.0 psF, wind BC OLm3.0 psP. • • • • • • • Ph • leu•off tiruoturol panels use purling to brace TC 0 24" OC. * * * ** 1.00 plate duration Factor used. * * * ** • • • •a41 • • •• • • • • • • • • • • • • • • • • • • • • 00. 00• • • •• • • • •• *0• 0* • • Rh =301# U =555# NAILED LEFT JIG = 2'3 "12 TAG = T75 PLT. TYP. -WAVE • • • • • • • • • 441. 00 ._{�1(% 1C/lPS d¢ GL /P. 8 8LO4 • J P -M. / 2'00 "110 Rv 1 =33#0 Rh =301 U =183# NAILED FBC /TPI2002 (STO) Cq /RT =1.00 (1.25) /10 C 0) OTY= 6 TOTAL= 6 FEB082007 REV. 'YJ RIGHT JIG = 2'2 "5 7.26.0608.21 SCALE = 18.0000 MARTINEZ TRUSS CO.. INe: 9280 N.W. South River Dr. Medley, FL 33188 (305)883.8281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING,( HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-Si LHRNDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PROPERLY ATT ACHED N FUNCTIONS. UNLESS OTHERWISE O SHALL HRVE ACHEDSTRUCTURALPANELS ANDBOTTOMCHORDSHALINDICATED, HAVl PROPERLYAATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS CNATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR RSTM A653 GR40 GRLV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RNO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AN$I /TPI_1-1985 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA e38205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 30.OpsF' REF TC DL 20.0psE DATE BC DL lO.Opsf DRWG BC LL O.OpsF' TOT . LD . 60 . Ops E 0/A LEN. 2 02-08-2007 DUR.FAC 1 33 SPACING 24.0" TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / CJ94 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS)SUBMITTED BY TRUSS MFF Top ohord 2x4 SP #1 :T2 2x4 SP #2 N: Bo't chord 2x6 SP #2 Webs 2x4 SP #3 :W2 2x6 SP #2: :Lt Slider 2x6 SP #2: BLOCK LENGTH = 3.910' SPECIAL LORDS (LUMBER DUR.FRC. =1.33 / PLATE DUR.FAC. =1.00) TC - From 50 PLF at -0.11 to 50 PLF at 14.14 BC - From 10 PLF at -0.04 to 10 PLF at 14.14 TC - 436 LB Cono. Load at 2.83 TC - -100 LB Cono. Load of 5.66 TC - 122 LB Cone. Lood at 8.49 TC - 362 LB Cono. Load of 11.31 BC - 650 LB Cono. Load at 2.59 BC - 25 LB Cono. Load at 2.83 BC - -103 LB Conc. Load of 5.66 BC - 65 LB Cono. Load at 8.49 BC - 60 LB Cono. Load at 11.31 436# -1°C,0 F.-2'10"7 + 2'9 "15 146 mph wind, 26.50 ft meon hgt, ASCE 7 -02, PART. ENC. bldg, • • ••• coo‘, CRT foils EXP C, wind TC OL =5.0 psf, wind BC DL-5.0 psF. •• •• • • • •• •• • • • • • •CemF?oHbn=s c-d cladding wind pressures considered for uplift callouts. • •. • ••• • • • • • • i R:9iat en: veLit i oa I not exposed to wind pressure. All plates are 4X8 except as noted. • • • In•lIeu o(i sts'beturol panels use purlins to brace TC 0 24" OC. • • • • • • •• • • • • • • • • • •Dell eo1' ($n':+�e@�s L/360 live and L/240 total load. • • • '•' *so i••*4 1.0© pI to duration footor used. * * * ** Located anywhere 12�• • • ••• •#i•• •:• 2'9 "15—• „ ;9;1$;'�� 2'9:15 —H •• • • • • • ••• •• m 2X4 (C6) —T- 5"14 2.83 12 14'2 "3 8'11 "2 3X6 (06) 4- 5'4 "2 F 2'7 "10 LEFT JIG = 14'7 "13 TAG T8 X4 (R) 4X5 14'2 "3 2'9 "15 e 2'9 "15 65 2'9 "15 -103# Rv =2374# U =2372# W =1'10°'10 60# 2 9 "15 –H Rv =223# FBC /TPI2002 (STD) Cq /RT =1.00 (1.25) /10 ( Ol OTY= 2 TOTAL= 2 zr rl U =613# W =11 "5 "2 FEB 0 8 2007 RIGHT SECG= 802062 REV. 7.26.0608.21 SCALE =0.3750 MARTINEZ TRUSS CC., 1NC: 9280 N.W. South River Dr. Medley, FL 33166 (305) 883 -6261 • *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND LATER INSTITUTE, TO SUITEN200, MADISON,EWI. 5371911 PUBLISHED BY PRACTICES PROPERLYY ATTACHEDNSTRUCTURALNPANELS ANONBOTTOMTCHORDSSHALLIHAVEOA HAVE ALPINEYENGINEEREDRPRODUCTFURNISH , . SHALLYNOT BEIRESPONSIBLE FOR INSTALLATION CONTRACTOR. DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) RND TPI. ALPINE CONNECTORS ARE MADE OF 20GR RSTM 8653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED ON THIS OESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER RNSI/TPI 1-1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDR E36205 3320 PRDDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.OpsF' REF 20 OpsF DATE 02-08-2007 IO.OpsF' DRWG 0.0psF' 60.0psF' 0/A LEN. 140111 DUR.FRC. 1 33 SPACING 24.0 TYPE JACK Job:(07010395) ,ANDY HOWARD, THE CATE RES / CJ8 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTE0 BY TRUSS MFR Top chord 2x4 SP #2 N Bat chord 2x4 SP #2 N Webs 2x4 SP #3 'SPECIAL LORDS (LUMBER DUR.FAC. -1.33 / PLATE DUR.FRC. ®1.00) 109 PLF at 2.83 TC - From 0 PLF at 2.83 to 207 PLF at 11.31 22 PLF at 2.83 -BC - From 0 PLF at 2.83 to 40 PLF at 11.31 -i • 2X4 (A1) S 2X4 148 mp•h wi dy 50 Ft mean hagt, ASCE 7 -02, CLOSED bldgg, Located anywhere In •• • 611• r1pbg, •CJ1T• ;I,;FXP C, wind TC oL'5.0 psF, wend BC OLm3.0 peP. C..ior*entssanA oladdin9 wind pressures oonsidered for uplift oallouts. • • ••• Iti tidu.oP•s'frfuotural panels use purl Ins to brooe TC 0 24" OC. OePleotlon meets L/360 live and L/240 total load. ••• -•• • *I'� 1.00•'�6ate duration Factor used. * *11* • • • • • • • • • • • • •• • • • •• • • • • • • • • • • ••• ••• ••• • • •• • • • •• .•*• •• 00000 • • • • • •• • • •• • • • • • • • •• 2.83 12 7'10 "7 4X5 Rv =293# e{ U =311# NAILED T(3)/edJ,c) 2'10"7 yAGTmJIT76 11'8 "15 PLT. TYP. -WAVE 4X5 11' Rv =599# U =1330# W =.1 14 "4 FBC /TPI2002(STD) •Cq /RT ,•1.00(1.25)/!O( O) QTY= 1 TOTAL= 1 IL iL 6X4 .JJ Use- M5112/3 R.L Rv =343# UL324# NAILED FEB U B RIGHT JIG = 7762 3 8 REV. 7.26.0608.21 SCALE =0.5000 ARTINEZ TRUSS OO., INO 9280 N.W. South River Dr. Medley, FL 33188 (306) 8838281 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -81 (HANDLING INSTALLING AND BRACING) PUBLISHED NY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS RND BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED•RIGIO CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO•THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD'THE TRUSSES IN CONFO CE WITH TPI: OR FABRICATING PROVISIONS OFPNOSG,(NATIONALIDESIGGNN BRACING CATITRUSS LISHEb56YGTHEOAMERICANIFOR APPLICABLE PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GA ASTM P653 GR40 GRLY. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWING$ 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT.FOR ANY PRRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1885 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORID; 938205 3320 PADDOCK RORD WESTON, FL 33331 TC LL 30.Opsf TC OL 20.Opsf BC OL 10.Opsf BC LL O.OpsE TOT. LO. 60 .Opsf OUR.FAC. 1 33 SPACING 24.0" REF DATE 02- 08-2007 ORWG 0/A LEN. 110312 TYPE JACK Job :(07010395) ,ANDY HOWARD, THE CATE RES / V4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 In lieu of structural ponels use purllns to brooe TC 0 24" OC. 1.00 plate duration factor used. ••••• 12 214' 2X4 (01) 3X4 2X4 (01) T 1 LEFT JIG = 2'1 "5 TAG = T41 PLT. TYP. -WAVE • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • 2' 146 mph wind, 26.50 ft mean hat, ASCE 7 -02, CLOSED bldg, Looated anywhere in ••• • • • •oot7, • • CAi P1�,• EXP C, wind TC DL =5.0 psP, wind BC DL =3:0 per. • • :G$mRpnen :s qnd oladdin9 wind pressures considered for uplift 001 louts. • • 0• • • ••• •Defl3ctien • 6ts L/360 live and L/240 total Toad. See DWG VALTRUSS1103 For valley details. • • • ••• • • •• • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• • • •• • • •• •• -• •• •• • • • • • • • • • • • ••• •• Rv =121p If' U=100oIF W =4' FBC /TPI2002 (STO) Cq /RT�1.00 CI. 253 /10 ( 0) QTY= 1 TOTAL= 1 FER R 8 2007 RIGHT JIG = 2'1 "S SEO = 77145 REV. 7 26.0608.21 SCALE = 1.0000 MARTINEZ TRUSS CO.,1NC: 9280 N.W. South River Dr. Medley, FL 33188 (306) 883.6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO BRACING) PUBLISHED MY TPI (TRUSS PLATE INSTITUTE, 583 FUNCTDIONS. SUUNLESSOO THERWISE' INDICATED9) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RNO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GA RSTM AS53 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 1S0 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1985 SECTION 2. JOHN A. ILTER REGISTEREO STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsF REF 20.Opsf DATE 02-08-2007 lO.Opsf' DRWG O.Opsr 60.OpsF' 0/A LEN. 4 DUR . FAC . 1.33 SPACING 24.0" TYPE VAL Job:(07010385) ,ANDY HOWARD, THE CATE RES / V8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of structural panels use purlins to braoe TC ® 24" OC. 1.00 plate duration Factor used. * * * ** 412 4 4X4 2X4 CD1) 146 mph wind, 26.50 ft mean hot RSCE 7 -02 CLOSED bldg, not l000ted within 4.5 • • ••• Ct from •o80 %d9e, CRT II, EXP C, wind TC DL =5.0 psf, wind BC DL =3.0 psF. •• •• • • • • • •• •• • • • • • •�Qm�'on%n:s cid oladdin9 wind pressures considered For uplift aallouts. • • • • • • ••• :D:Fl®oti ®n its L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. • • • • • • • • • • • • • • • • ••• •• • • • • • •• • • • • • • • • ••• ••• • • • • • • • • • ••• • • • • • • • • • • • • • • •• ••• •• • • • • • • • • • • • ••• •• 14' 2X4 CD1) LEFT JIG = 4'2 "10 TAG = T42 PLT. TYP.-WAVE 1.5X48 FBC /TPI2002 (STD) Cq /RT =1.00 (1.25) /10 ( O) QTY= 1 TOTAL= 1 10 "8 Rv =122p1P FEB 0 8 2007 U =102 If W =8' RIGHT JIG = 4'2 "10 SEC) = 77150 REV. 7.26.0608.21 SCALE =0.7500 MARTINEZ TRUSS 00., INC: 9280 N.W. South River Dr. Medley, FL 33188 (305)883.8281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, � SHIPPING INSTALLING RNO BRACING. REFER TO HIB-91 (HANDLING INSTALLING ANO :BRACING) PUBLISHED BY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTDIONS .SUUNLESSOOTHERWISE,INDICATED, TOP CHORD PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �i PROPERLY ATTACHED RIGIO CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRRCTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIRTION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF•20GA RSTM A653 GR40 GRLV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FRCE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INOICATES ACCEPTANCE BF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITRBILITY RNO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER BNSI /TPI. 1 -1895 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 636205 3320 PADDOCK RORD WESTON, FL 33331 TC LL 30.Opsf REF TC DL 20.Opsf DATE 02-08-2007 BC DL 1O.Opsf DRWG BC LL O.Opsf' TOT.LD. 60.Opsf' 0/A LEN. 8 DUR.FAC. 1 33 SPACING 24.0 TYPE VAL Job:C07010395) ,ANDY HOWARD, THE CATE RES / MV4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bo`t ohord 2x4 SP #2 N Webs 2x4 SP #3 In lieu of etruotural panels use purl.lns to braoe TC 0 24" OC. 1.00 plate duration Factor used. ** * ** 1X4 C01) • 1.5X4 12 146 mph wind, 26.50 Pt mean hat, ASCE 7 -02, CLOSED bldg, Looated i Job :(07010395) ,ANDY HOWARD, THE CATE RES / MV2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N BoT chord 2x4 SP #2 N In lieu of structural panels use purlins to brace TC g 24" OC. 1.00 plate duration factor used. * * * ** 2X4 CD1) T TAGT =JIG 38 2'1"5 PLT. TYP. -WAVE 12 4l/ • • •• •• 0 • • • • • • • • 146 mph wind, 26.50 ft mean hqt, RSCE 7 -02, CLOSED bldg, Looated anywhere in ••• woof•, CA4 3b• EXP C, wind TC OL =5.0 psf, wind BC DL=3.0 psf. • ��m�onen�a q,nd oladdin9 wind pressures considered for uplift oallouts. • • • • • • ' • • • • • • • •- • • • • • • ••• •• • • • • • • ••• •Deflieoti•n •M is L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. • • • ••• • • •• • • • • • • • • • • • • • • • • • • • ••• ••• • • •* • • • •• ••• •• • • • • • • • • • • •• • • • • • • • • ••• •• FBC /TPI2002 CSTO) Cq /RT =1.00 C1.25) /10 ( 3) OTY= 1 TOTAL= 1 82007 RIGHT JIG = 1'1 "15 REV. 7.26.0608.21 SCALE =1.0000 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (306)883.8281 * *WARNING ** TRUSSES REQUIRE EXTREME CRRE IN FRBRICRTING HANDLING SHIPPING INSTALLING RNO PLATE INSTITUTE, TO SUITEN200, INSTALLING 5371S)) PUBLISHED BY PRACTICES PROPERLY ATTACHEDNSTRUCTURALNPANELS RNONBOTTOMTCHORDSSHALLIHAVED�1 PROPERLYDATTRCHEDARIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST RNO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MRDE OF'20GA ASTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. RPPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA e36205 3320 PADDOCK RORO WESTON, FL 33331 TC LL TC DL BC OL BC LL TOT.LD 30.Opsf REF 20.OpsE DATE 10.OpsF' DRWG O.Opsf 60.Opsf 0/A LEN. 2 02-08-2007 OUR.FAC 1 33 SPACING 24.0 TYPE VAL Job: (07010395) ,ANDY HOWARD, THE CATE RES / V3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot ohord 2x4 SP #2 N In lieu of structural panels use purlins to brace TC ® 24" OC. See DWG VALTRUSS1103 for valley details. 2.67 12 146 mph wind, 26.50 ft mean hggt, ASCE 7 -02, CLOSED bldg, Located anywhere in •• •• ••• •SooleC�Z 1•IVEXP C, wind TC DL =5.0 psf, wind BC OL =3.0 psf. • • • •GomppnenSs and cladding wind pressures aansldered for uplift cnllouts. • • • • • • • • • • ••• • • • • • • • • • • • • • • • • ••• •OWItact i do TNgts L/360 l i ve and L/240 total load. • • • • •• • • • • • • • • ••• ••• •• • • • • •• •• • • LEFT =JIG 13 3'0 "14 PLT. TYP. -WAVE v= 121pIE U =100 • ••• • • • • • • • • • • • • • • • •• ••• •• • • • • •• • • • • • • • • ••• •• IF W =3' FBC /TPI2002.(STD) Cq /RT ■1.00 (1.25) /10 ( 0) OTY= 1 TOTAL= 1 FEB n 8 2007 kvo) RIGHT JIG = 1'8 "9 REV. 7 26.0608.21 SCALE = 10000 MARTINEZ TRUSS 00., IN0 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -8261 * *WARNING ** TRUSSES REQUIRE EXTREME CRRE IN FRBRICRTING HANDLING SHIPPING INSTALLING PLATE INSTITUTE, TO SUITEN200, MADISON, WI. 53719)) PUBLISHED TPI RACTICESS PROPERLY ATTACHEDNSTRUCTURALNPANELS ANDNBOTTOMTCHORDSSHALLHAVE INDICATED, PROPERLYDATTACHEDARIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING RND BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICRTION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200R RSTM P653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 436205 3320 PR000CK ROAD WESTON, FL 33331 TC LL 30.0psf REF TC DL 20.OpsF DATE BC DL IO.OpsF DRWG BC LL O.Opsf TOT.LD. 60.0psF' 0/A LEN. 3 DUR.FAC. 1.33 02 -08 -2007 SPACING 24.0" TYPE VAL Job:(07010385) ,ANDY HOWARD, THE CATE RES / V6 Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 • • •• •• • • • • • • In lieu of etruotural panels use purl ins to braoe TC 0 24" OCi • 1.00 plate duration factor used. • • • • • • • • • • • • • • • • ••• ••• • • • • • • • • • • ••• • • THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT • • •• •• ••140,mph wind, 26.50 ft • • lift From roof edge, CRT • • • ',Coipenents and oladding wind pressures oonsidered for uplift oollouts. mean hptt RSCE 7 -02 CLOSED bldg, not located within 4.5 II, EXP C, wind TC DL =5.0 psF, wind SC OL =3.0 psf. DeFleotion meets L/360 live and • • • See • 0 VALTRUSS1103 For valley • • • •• • • • • • • • • • • • ••• • • • • ••• • • • •• • • * * •• • * ••• • • • •• • • • •• • • • • • • • • . • ••• • • • ••• •• LEFT JIG = 6'1 "12 T14 1.5X4 FBC /TPI2002 (STD) Cq /RT =1.00 (1.25) /10 ( 0) QTY= 1 TOTAL= 1 L/240 total details. load. (so kJ �- - 1.5X4 Rv= 121pIF U =100pIE FEB 0 8 2007 W =6' RIGHT JIG = 4'8 "6 REV. 7.26.0608.21 SCALE =1.0000 MARTINEZ TRUSS CO.,1N0 9280 N.W. South River Dr. Medley, FL 33166 (305) 883-6281 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PLATER INSTITUTE, 583TD'ONOFRIO(DR DLSUITEN200, MADISON, WI. 53718)) FOR SAFETY PRRCTICESS PROPERLY ATTACHEDNSTRUCTURALNPRNELS ANONBOTTOMTCHORDSSHALLIHAVEDA PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A- Z. 'THE SE�RL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BU LDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA 036205 3320 PROOOCR RORO WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.0psF' REF 20.0psE' DATE 10.0psF' DRWG 0.0psf 60.OpsF 0/A LEN. 6 02 -08 -2007 DUR.FAC 1 33 SPACING 24.0" TYPE VAL Job: (07010395) ,ANDY HOWARD, THE CATE RES / V9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT To Bo't ohord 2x4 SP #2 N ohord 2x4 SP #2 N Webs 2x4 SP #3 • • •e• ••• .• •�1.4t• mph wind, 26.50 Pt mean hot ASCE 7 -02 CLOSED bldg, not located within 4.5 ••••• • • • • • ft •from roof' edge, CAT II, EXP C, wind TC oL =5.0 psf, wind BC OL =3.0 psF. • • • • ••• • • • • • • • • :,or8 ents and cladding wind pressures considered For uplift oallouts. In lieu of structural panels use purlins to brace TC 0 24" OC• • ••• • 1.00 plate duration factor used. * * * ** N •�• • • • • • • • • • • •• • • • • • • • ••• ••• • • • • •• • DeFleotion meets L/360 live and L/240 total load. See D11G•VALTRUSS1103 for volley details. • • • • • • • • • • • • • • • •• • • • •• ••• • • • • • • • • eeeee • • • • • •• •• • • • • • ••• • •• • • • •• T� '°J W III TAG LEFT 9'2 "11 PLT. TYP.-WAVE X41(D1) 1.5X4 FBC /TPI2002 (STD) Cq /RT "1.00 (1.25) /10 ( 0) OTY= 1 TOTAL= 1 1.5X4 Rv =121pIP U =100pIE W =9' FEB e 8 2007 RIGHT SEOG= 778166 REV. 7.26.0608.21 SCALE = 0.7500 MARTINEZ TRUSS 00.,1N0: 9280 N.W. South River Dr. Medley, FL 33186 (306) 883.6261 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. REFER TO HIB-S1 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PROPERLYY ATTACHEDNSTRUCTURALNPANELS UNLESS PROPERLYDATTACHEDARIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 200A RSTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1895 SECTION 2. JOHN A. ILTER REGISTERED STRICT, ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD 30.Opsf REF 20.Opsf DATE IO.Opsf DRWG O.Opsf 60.OpsE' 0/A LEN. 9 02 -08 -2007 OUR FAC. 1 33 SPACING 24.0" TYPE VAL Job: (07010395) ,ANDY HOWARD, THE CATE RES / V12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 • • ••• • • • 48•� nph wind, 26.50 Ft mean hot ASCE 7 -02 CLOSED bldg, not located within 4.51 •• •• • • • :•• t From roof edge, CRT II, EXP C, wind TC bL =5.0 psf, wind SC OL =3.0 per. • • • • ••• • Bom�lb ents and cladding wind pressures considered for uplift oallouts. In lieu of structural panels use purlins to brace TC El 24" OC • • ••• • • • • • i 9 P P Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. *v ....Iwo �0 plate duration factor used. • * * ** See DWG VALTRUSS1103 for valley details. • • • • ••• • • • • • 9 •• • • • • •• • • • • • • • • • • • • • • • • ••• • • • •• 1 •• • • • •• ••• • •• • • • • ••• • • • •• • • • oo :•• . • 0000 2.67 12 1.5X4 1.5X4 1.5X4 2X4 (D1) 1.5X4 LEFT JIG = 12'3 "8 TAG = T16 PLT. TYP. -WAVE 12' 12' 1.5X4 1.5X4 FBC /TPI2002 (STD) Cq /RT ®1.00 (1.25) /10 ( 0) OTY= 1 TOTAL= 1 CO CO N N Rv =121pIE U= 105-kIP W =12' FEB 0 8 2007 RIGHT JIG = 10'8 "4 SEC = 77171 REV. 7.26.0608.21 SCALE =0.5000 MARTINEZ TRUSS CC., INC: 9280 N.W. South River Dr. Medley, FL 33166 (306) 883 -6281 * *WARNING ** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING RNO BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIONS. sUUNLESSQOTHERW ISE,INDICATED9 ) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY RTTRCHED RIGID CEILING. * *IMPORTRNT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS RRE MADE OF 20GR RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, NLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 R -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1-1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK RORD WESTON, FL 33331 TC LL 30.Opsf REF TC DL 20 . Ops F DATE 02-08-2007 BC DL 10.OpsF ORWG BC LL O.OpsE TOT.LD. 60 . Opsf 0/A LEN. 12 DUR . FAC . 1.33 SPACING 24.0" TYPE VAL Job :(07010395) ANDY HOWARD THE CATE RES / FT1 Top ohord 4x2 SP #2 N Sot ohord 4x2 SP #2 N Webs 4x2 SP #3 Truss must be Installed as shown with top ohord up. 6X4 1.5X4 3X4 T G PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONSISUBMITTEO BY TRUSS MFR • • •• •• •• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • •• r eC oq,tinuous gtrongbook. See RNSI /TPI 1 -02 Seot. 7.5. idn IPeu �1� struotural panels use purlinc to brace TC El 24" OC. • • • Derleotion meets L/360 live and L/240 total load. • • • • •• • • • • • • • •••. ••• • •• • • • • • • • • • • • • • • • .. • • • •• ••• ••• • • • • • • • .• • • • • • • • H-- 2'3 "71 5X4 3X5 1.5X4 • 3X5 4X4 2X4 Rv =936# TAG LEFT 1'7 "1 PLT. TYP. -WAVE H W=3" 13'7" 13'7" 12'5 "15 FBC /TPI2002(STO) Cq /RT =1.10C1.25)/10C 03 QTY= 35 TOTAL= 35 FEB 0 8 2007 T (D .-y 1 Rv =960# W =3 "8 RIGHT SEOJIG = = 77339 REV. 7.26.0608.21 SCALE = 0.5000 MARTINEZ TRUSS CO., INC: 9280 N.W. South River Dr. Medley, FL33186 (306) 883 -8261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -Sl (HANDLING INSTALLING ANO BRACING) PUBLISHED BY TPI (TRUSS PLATE RR TOSPERFORMING3THESEOFUNCTIONS(. SUUNLESSOOTHERWISE,INDICATED9 ) TOPRCHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING RND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS PRE MADE OF 20GA ASTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER RNSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL 40.Opsf TC DL 20.OpsF BC DL 10.OpsF' BC LL O.OpsF TOT. LO. 70 . OpsF' OUR . FAC 1 . 00 SPACING 24.0" REF DATE 02 -08 -2007 DRWG 0/A LEN. 130700 TYPE SY42 Job: (07010395) ,ANDY HOWARD, THE CATE RES / FTIA THIS OWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS)SUBMITTED BY TRUSS MFR Top ohord 4x2 SP #2 N Bot ohord 4x2 SP #2 N Webs 4x2 SP #3 Truss must be installed as shown with top ohord up. 243 T 3" 7X6 3X4 • • • ••• ••� t•2X. oartInuous strongbook. See RNSI /TPI 1 -02 Seot. 7.5. • • • • :.. An •Illu.c'' structural panels use purlins to brooe TC El 24" OC. • • • • • • . .•• • • ••• • • ueFleotion meets L/360 Iive and L/240 total load. • • • • • • • • • • • • • • • • • •• 3)(b 2'3"7--e-1 1.5X4 • • • ••• • • • • • •• • • • • • • • • • • • • • • • • ••• ••• • • •• • • • •• ••• •• • • • • • oo • • • • •• • • • • • • • • • .S• •• •• • • • • • 1.5X4 3X5 3X4 7X6 1.5X4 5X6 3X4 Rv =927# W =3" TAGT =JIT97 13'1"6 PLT. TYP.-WAVE 13'4" 13'4" 3X4 5X6 1.5X4 FBC /TPI2002 CSTO) Cq /RTm1.10 (1.25) /10 ( 0) QTY= 2 TOTAL= 2 Rv =927# FEB 0 9 2007 2,(3 3" Co I Ch --11 - W =3" w 1 RIGHT JIG = 13'1 "9 SEO = 77343 REV. 7.26.0608.21 SCALE =0.5000 MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr. Medley, FL 33166 (306)883.6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-Si (HANDLING INSTRLLING AND BRACING) PUBLISHED NY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCTIIONS .SUUNLESS0OTHERWISE'INDICATED, TOPRCHOROTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE t'i PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS PRE MADE OF 20GA RSTM A653 GR40 GALV. STEEL EXCEPT RS NOTEO. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER RNSI /TPI 1 -1985 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA 836205 3320 PADDOCK RORO WESTON, FL 33331 TC LL 40.OpsF TC DL 20.OpsF' BC DL 10.OpsF BC LL O.OpsF TOT.LO. 70.Opsf DUR . FAC . 1.00 REF DATE 02 -08 -2007 DRWG 0/A LEN. 130400 SPACING 24.0" TYPE SY42 Job: (07010395) ,ANDY HOWARD, THE CATE RES / FT2 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top ohord 4x2 SP #2 N Bot ohord 4x2 SP #2 N Webs 4x2 SP #3 2X4 3X �1 4115X4 3X4 • • •• •• • • • • • • • • • • ••• •:• ••• •r I•iou of structural panels use purllns to braoe TC ® 24" OC. et ••• Derle :tic meets L/360 live and L /240 total load. • • • • ••• ••• • • 1•russ • must be Installed as shown with top ohord up. • •• ••• • •• • • • • • •• • • • • • • • • • • • •, • • • • • • • • ••• ••• • •• • •• • • • •• ••• • • • • • • • • • • • •• • •s• • • • • • • • • • • • •• • • • • • • • • • • • ••• •• 1.5X4 3X4 2X4 Rv =548# W =4" LEFTeJIG T98 7'11 "11 PLT. TYP. -WAVE 7'10" FBC /TPI2002 (STO) Cq /RT ®1.10 (1.25) /10 C 0) OTY= 10 TOTAL= 10 Rv =548# W =4 FEB 0 8 2007 RIGHT JIG = 7'11 "11 SEO = 77352 REV. 7 26.0608.21 SCALE = 0.7500 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33168 (305) 883-8261 * *WARNING *• TRUSSES REOUIRE EXTREME CRRE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE '1 PROPERLY ATTACHED RIGID CEILING. • *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. RLPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RNO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER ORAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 40.0psF 20.0psf 10.Opsf O.OpsF' 70.0psf REF DATE 02 -08 -2007 DRWG 0/A LEN. 71000 DUR . FRC 1 . 00 SPACING 24.0" TYPE SY42 wow i lier■ re 3X4 3X4 3X 7' I n" Pt.- ` Rv =548# W =4" LEFTeJIG T98 7'11 "11 PLT. TYP. -WAVE 7'10" FBC /TPI2002 (STO) Cq /RT ®1.10 (1.25) /10 C 0) OTY= 10 TOTAL= 10 Rv =548# W =4 FEB 0 8 2007 RIGHT JIG = 7'11 "11 SEO = 77352 REV. 7 26.0608.21 SCALE = 0.7500 MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33168 (305) 883-8261 * *WARNING *• TRUSSES REOUIRE EXTREME CRRE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE '1 PROPERLY ATTACHED RIGID CEILING. • *IMPORTANT ** FURNISH R COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTRLLING ANO BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. RLPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS RNO UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER ORAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STATE OF FLORIDA #38205 3320 PADDOCK ROAD WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LD. 40.0psF 20.0psf 10.Opsf O.OpsF' 70.0psf REF DATE 02 -08 -2007 DRWG 0/A LEN. 71000 DUR . FRC 1 . 00 SPACING 24.0" TYPE SY42 Job: (07010395) ,ANDY HOWARD, THE CATE RES / FTG2 THIS DWG. PREPARED FROM COMPUTER INPUT (LORDS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top ohord 2x6 SP #2 Bot ohord 2x6 SP #2 Webs 2x4 SP #3 :W1, W5 2x6 SP #2: SPECIAL LORDS (LUMBER DUR.FRC.1.00 / PLATE DUR.FRC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 7.83 BC - From 520 PLF at 0.00 to 520 PLF at 3.92 BE - From 20 PLF at 3.92 to 20 PLF at 7.83 Truss must be Installed as shown with top ohord up. 1.5X4 C0 • • •• •• • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •••:•C /fete Trusses Required 1 • • • • • • ••• • • • : Na I I I rib iiIsedu l e: (12d_Box_or_Gun_ (0.128 "x3.25 ",_min . ) ..na i l s) Top Chord: 1 Row 012.00" o.o. Bot Chard: 1 Row 0 4.75" o.o. Webs • : 1 Row 0 4" o.o. Wse equ•I speeing between rows and stagger nails ••• •.n e00% • Mow 4t avoid splitting. • r 114 cqf Iltruotural panels use purllns to brace TC 0 24" OC. ••• •uof'(eotion meets L/360 live and L/240 total load. •• • • 4X10 • • • • • • • • The TC of this truss shall be braoed with attached spans at 24" OC In lieu of Altru•91Kra I•eheath I ng. • • • • • • • • • • • • • ••• •• 1.5X4 W5 CD 3X6 Rv =2017# W =4 LEFT JIG = 7'11 "11 TAG = T99 PLT. TYP. -WAVE 3410" 7'10" 3X7 Rv =1038# W =4" FBC /TPI2002 (STO) Cq /RT =1.00 (1.25) /10 C Dl OTY= 1 PLIES= 2 TOTAL= 2 FEB 0 8 2007 RIGHT JIG = 7'11 "11 SEO = 77367 REV. 7.26.0608.21 SCALE = 0.7500 MARTINEZ TRUSS C0., INC. 9280 N.W. South River Dr. Medley, FL 33166 (306) 883-6261 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND INSTITUTE, 583TD'ONOFRIO(OR. SUITE 200, MADISON,�WI. 53719)) PUBLISHED PRACTICESS PROPERLY ATTACHEDNSTRUCTURALNPANELS UNLESS HAVE CEILING. * *IMPORTANT ** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GR ASTM A653 GR40 GALV. STEEL EXCEPT RS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 -1995 SECTION 2. JOHN A. ILTER REGISTERED STRUCT. ENGINEER STRTE OF FLORIDA #36205 3320 PADDOCK RORO WESTON, FL 33331 TC LL TC DL BC DL BC LL TOT.LO. DUR.FAC. 40.Opsr 20.0psF' 10.0psF' 0.0psF' 70.0psf 1.00 REF DATE 02 -08 -2007 DR 0/A LEN. 71000 SPACING 24.0" TYPE FLAT Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL819 Application Type New Code Version 2004 Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address /Phone /Email 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 ext 152 rlutz @gibraltari.com Authorized Signature robert lutz rlutz @gibraltar1.com Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Structural Components Wood Connectors Anchors • • • • • •• • • • ••. • • • •••• •• • • • • • • • • • • •• ••• •• • • • • • •••• • •• • • • • •• • •• • • • • •••• • • • • • •.•• • • • ... • •• • • • • Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity Quality Assurance Entity Validated By Certificate of Independence National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. Referenced Standard and Year (of Standard Year Standard) ASTM D1761 1988 ASTM D1761 1988 • • • .••••• • • • • • • • • • • • • • •